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HomeMy WebLinkAboutCO & DOCS - 04-00409 - East Idaho Credit Union0 CffY OF R.EXBURG AMERICAS E,4MLY CO MUNrrY Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 0400409 International Building Code :2000 412 Grand Ave Commercial East Idaho Credit Union No Name and Address of Owner: East Idaho Credit Union 412 Grand Ave Rexburg, ID 83440 Contractor: M Voigt Const Special Conditions: Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for Mich the proposed occupancy was classified. Date C.O. Issued: July 13, 2005 (03:11 PM) C.O Issued by: Building Official There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Department! Fire State of Idaho Electrical Department (208- 356 - 4830): 11/16/2004 11:20 2085 CITY OF REXB URG BUILDING PERMIT APPLICATION ME MAIN, REXBURG. ID. SUO 208 - 359.3020 X326 K T KENNEDY ARCHITEC PAGE 01 11 UIJJI r. PER 4IT # Pleas complete the entire Application! If the quegdon doe sot apply 90 in NA for Don applicable PARCEL NUMBER: 5UBD1vISION: to jRmL j UNIT# BLOCK # —S- _ LOT# _C -` 1787715 IM11 pill) IaM 0 PHONE #: Home ( ) Work ( ) Cell ( ) APPLICANT (If othar them ow+txr) t7f applicant if other than owner, a staumattt 1406*5 applicant to act as Isom ibr owner mast Mcompaty &k application.) MAJLING ADDRESS OF APPLICANT CITY: STATE; ZIP PHONE #: Homo ( ) Wank ( ) Cell( ) CONTRACTOR: Vol ®T g2agrP HONE: HOUNN e0 1 - 0 315- - P5 4 - 7. MAILING ADDRESS: CITY STATE ZQ' O37 How um ny bogs are Ixated on thi9 property?_ f Did you raccnily purchnsc this property? No (q(If yes give: owner's Is this a lot split?& YES Mcrae bring copy of new Itgel dcsaiptioa of property) PROPOSED USE: (i.e., Slagle Family Residenoe, Mehl Family, App, Remodel, f3mp, Commercial, Addition. Eto.) APPLICANT'S SIGNATURE, CERTIFICAMON AND AUTHORIZATION: under pWalty of perjury, I hereby certify that 1 have read this application end sh to that the int'otmation ba+sut is oarroat and I sww that any icb madw whkb may hersalter be given by we w ltearlags belbm the Planning and Zoning Commission or the City Cmmcil for the City of R•xhm shall be vuthCnl and correm I agree to comply with all City rephls4am and State laws relating to tiro subject matter of this application and hereby sudunized raprasentatiYes of rho City to anur upon the above -weo dmwd property for kupecdon, purpose!. N= TAe bugiding ofbial maytovolm a pert on. a val wood order the provisions ofthe 20M Immational Code in mm oftiny tithe statement or inisropcesmotatios fact in application of an the plans as wbicb the perm or approve! was based Permit void if= s days. it i stops for 198 days. !i!a ho 1 (2)4 - Simmnue of ar /Avo ieant DATE WARNING - BULDOM PERMIT MUST BE POSTED O,V CONSTAETCTION SITE! Plan fee are non- refundable strd are paid in fall at the time of application beg &kq jWM L 2003. City of Reabarg's Acceptance of the phn review he does not coatitute plan approval •"Building Permit Fen are duc tlare of application** **Building Pwra is are void if you cbeck dose not der*" n� -out o$ 11/16/2004 11:20 2085224151 tJ o v !;, 10(14 3:38PM NAME � PROPERTY D) "r P ermi t# r Dwelling Units: Parcel Acres: Front Footage (if applicable) ,ttj 6e.�.1713� J& 'j PAGE 02 SURFACE SQUARE FOOTAGE: (Shall include the exterior wall meassummcnts of the building) First Floor Unfinished Basement arts Second Poor/loft area Finished basement area Third floor/loft area Garage aroa Shed or Barn CatpoWDeck (30" above grado)Area Remodel (Need Eadmate) $ PLUiVDING PLUMBERS NAME jab�� ADDRESS 1178 -�, 1, 5 �l CITY — STATE 1Q ZI PHONE fig) FS6;7 –V7r7 FIXTURE COUNT CLOTHES WASHING MACHINE DISHWASHER FLOOR DRAIN OARBAGE DISPOSAL HOT TUBISPA 911 xw (Lavatories, kitchens, bar. mop) WATER METER COUNT K T KENNEDY ARCHITEC WATER METER SIZE I " HEAT (Circle all that apply,5 Oil Coal Fireplace Electric Carnunercral B aNdfnus & Avartments with 3 or more units Only BUILDING ESTLIIATE $ r 10 Z W PL UMBING ESTIMATE S 11,7V , STORM WATER LENGTH FRONT "OTAGE DESCRIPTIONW USE G ►� 7 BEDROOMS CONSTRUCTION A41!? 't? UNITS ROOF NON CENSUS_ &tA9 ATIONMETXOD L—rE OCCUPANCYIOAD_ HEAY 4;o F..YITS Z_ - FLOODZONE — FENCE TYP SETBACKS , ,� OCCUPANCY J�'1 tONT —® SIDE SIDE ItACZ —'y � SPRINKLERS TUB/SHOWERS TOILETMMAL 4_ WATER HEATER I WATER SOFTENER Plan Checklist for the 2003 International Building Code Name of Project: Oy op 1 }o USE AND OCCUPANCY 1. Classification as per Sections 302.1 & 303 thru 312 � 2. Identify if mixed occupancy exists. Yes or No '�4 If no then skip #3 below. 3. Incidental use areas see Table 302.1.1 Accessory Space (10% or under) Nonseparated Mixed Occupancy as per Section 302 1 Separated Mixed Occupancy as per Table 302. .2W-Id ntify on plans Fire Barrier Walls and/or Horizontal Assemblies including the rating �f �-- 4. If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or less than 50 occupants as per Section 303.1.1 I V 5. Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405. Motor Vehicle Occupancies. see Section 406. I -2 Occupancies see Section 407. I -3 Occupancies ' see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of Flammable Finishes see Section 416. Drying Rooms see Section 417. Oreanic Coatines see Section 418. )r HEIGHT AND AREA 1. Area, First Floor 3 f 76 9 , Second Floor N//) , Third Floor /U4 2. Area meets requirements as per Table 503. (Basements need not be included as per Section 503.1.1) Yesv No - 3. Height meets requirements as per Table 503. Yes No 4. Buildings on same Lot? Yes -- No_X_ If no then skip #5 below. 5. Regulated as Separate or Regulated as one Building as per Section 503.1.3 6. Height modified as per Section 504. Yes No If yes ,sprinklers are required. 7. Area modified as per Section 506. Yes N0 If yes use the area provided below to calculate increase. /�/A Total Area Allowed after Increase 7&F Area Shown on Plans 3 7 6 Zero Lot Line Buildings see tion 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507. �'r'4 -Y�& TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602 2. Check allowable material for Type I and II buildin gs as per Section 603A„ 3. Table 601 - Identify Building Element Ratings 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls 4 5. Check Openings in Exterior Walls for compliance with Table 704.8.(If sprinklered, see Section 704.8.1) 6. Projections meet requirements of Section 704.2 k 7. Check for window vertical exposure from roof below as per Section OWA 8. Check that Parapets are not required as per Section 704.11 X 9. Are Firewalls used or required? Yes Nq If no, skip #10 below. 10. Check Fir walit f SKuctural Stability Fire Resistance Rating as per Table 705.4 Made of N fjtection e Materials(except Type V) Horizontal Continuity Vertical Continuity to Exterior Walls as per Section 705.5.1 Extend to Horizonta P ments as per Section 705.5.2 Openings (no windows) as per Section 7 .8 ck that Penetrations meet requirements of Section 712 Ducts and Air Transfer Openings in Firewall meet requirements of Section 705.11. 11. Are Fire Barriers used or required? (as required by table 302.3.2) Yes ' Nk If no skip # 12 below. 12. Check F' e a i s for structural stability as per Section 706.4. Openings limited to 25% of wall. mum opening size of 120 sq. ft. (unless sprinklered) Check that Penetrat o s e e requirements of Section 712. Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. 13. Are Shaft Enclosures used or required? Yes No If no then skip #14 below. 14. Shaft Enclosures meet the requirements of Section 707 ]WL 15. Are Fire Partitions used or required? Yes -- No )( If no then skip # 16 below. 16. Check Fire a itfSe for Structural Stability and Continuity as per Section 708.4. Dwelling units that s red are allowed %2 hr. separations versus 1 hr. Check that Penetratio s e equirements of Section 712. Ducts and Air Transfer Openings meet the requir e is tion 712 and 716. 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1.- 18. All Penetrations n Fire Resistive Walls and Horizontal Assemblies meet the requirements of Section 712. 19. Fire Resistive Joint Systems meet the requirements of Section 713 20. Doors and Shutters in Fire stive Assemblies meet the requirements of Table 715.3. 21. Fire Doors are Self Closing 22. Fire Windows or Glazing conform to Section 715.4 and ble 715.4.. 23. Fire and Smoke Dampers conform with Section 716. 24. Fire Blocking and Draft Stopping is provided as per Section 717_ (Draft Stopping is not required at partition line in dwelling units with combined space of less than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) 25. Wall and Ceiling Finishes meet the requirements of Table 803.5 and Section 803. Xi 26. Floor Finish meets requirements of Section 804. FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. requirements? Yes No X If no skip #2 below. 2. List the type of system that is required 3. Other requirement requiring Fire Protection Systems (check if needed): Group A (Asper S ction 903.2.1) Group E (As per S ction 903.2.2) Group F -1 (Asper ec ' n 03.2.3) Group H (As per i 4) Group I (As per S ct fi5) Group M (As per e e .2.6) Group R (As per ction 903.2.7) Group S -1 (As pe Section 903.2.8) Group S -2 (As pe Section 903.2.9) All Buildings except R -3 and U (Asper Section 903.2.10) VI)A- Ducts conveying Hazardous Exhausts (As per Section 903.2. Commercial Cooking Operations (As per Section 903.2.12.2) As per Table 903.2.13 /C 4. If Sprinklers needed as identified in #3 list type of system required. A 5. If Sprinkl rs required by any of the above, Are Monitors and Alarms provided as per Section 903.4? 6. If an Aiternatiyq Automatic Fire Extinguishing System is identified, does I meet the requirements of Section 904? 7. Are Fire Alarms required as per Sections 907 or 908? Yes No if no then skip #8 below. 8. Do Alarms meet the requirements listed in Sections 907 or 908 ?A// 9. Is smoke control required ?(as per Sections 402, 404, 405 or 410) Yes --- No If yes, see Sections 909. 10. H Occupancies may require smoke and heat vents as per Sections 415.6 and 410.0A MEANS OF EGRESS 1. Minimum height of 7'as per Section 1003.2. X! 2. Any protruding objects meet the requirements of Section 1003.3. x 3. The occupant load shown on plans. 4. The occupant load as per calculated by Table 1004.1.2. 3g 5. Occupant load posted in every assembly occupancy as per Section 1004.3. 6. Egress width is identified on plans. K 7. Egress width meets requirements as calculated per Table 1005.1. x 8. Multiple means of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required. 9. Door encroachment does not reduce the required egres width to less than 50% required. 10. Means of egress is illuminated as per Section 1006. L� 2 ayrm 11. Illumination emergency power is shown for means o egress as per Section 1006.3. �- 12. An enclosed exit t irway is shown. Yes No if no, skip #13, #14 and #15 below. 13. Enclosed stai a a an area of refuge(as per Section 1007.6) or is sprinklered. 14. Area of refu s a communications, instructions and is identified as per Sections 1007.6.3, 1007.6.4 an 1 765 15. Door clear widths are a minimum of 32 ". Except as allowed by exception of Section 1008.1.1. 4 16. Doors swing in the direction of travel where serving 5(� or more persons or in a H occupancy. 17. Specialty doors meet the requirements of 1008.1.3.` 18. All egress doors have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. 19. Thresholds are identified as a maximum of 1 /2" high, for swing doors and 3 /a" for sliding doors as per Section 1008.1.6. A 20. Space between two doors is less than 48 "(except R2 &R3 non Type A units). 21. Locks and latches meet requirements of 1008.1.8._ 22. Panic hardware is shown at required locations (Section 1008.1.9). X 23. Does a stairway exist. Yes No If no, skip #24 thru #28. 24. Stairway doors 4al*se open over stairs. 25. Stai Vis m of 44" wide(except where occupant load is 50 or less or as per Section 100 26. Maer hes and minimum tread is 11 inches. 27. A laro t the top and bott om of each stairway. 28. Marti without a landing is 12'. 29. Handrails are identified that meet the requirements of Section 1009.11. 30. Handrails return to wall, etc. or are continuous to next stair handrails 31. Elevation change of over 1/20 is designed as a ramp as per Section 1010 32. Exit signs are identified when over 2 doors are required for exiti g. 33. Exit signs are spaced no more than 100' apart or to the door.- 34.42" guardrails are shown whenever a walking surface is over 30" above gradi 35. Any roof mechanical equipment within 10' from edge has a guardrail shown. 36. Egress does not pass through intervening spaces unless the space is accessory to the area served and the intervening space is not hazardous.X 37. If multiple tenant spaces exist, egress from any one does not pass through another. 38. Length of egress travel does not surpass requirements as per Section 1013.3. x 39. Required egress aisle adjacent to tables shall comply with Section 1013.4.2. 40. Spaces with one means of egress meet the following maximum occupancy loads: 1C' a. Occupancy A,B,E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H -3 - 3 occ. C. Occupancy H -4, H -5, I -1, I -3, I -4, & R- 10 occ. d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of 1 /2 the diagonal distance of the space served apart or where the space is served by an automatic sprinkler system, the distance is 1 /3. 42. If boiler or furnace rooms over 500 sq. ft. with btus over 400,000, two exits are provided. 43. Refrigeration machinery rooms and refrigerated rooms ver 1000 sq. ft. have two exits. 41 44. Stage means of egress comply with Section 1014.6 45. Exit Access travel distance meets requirements of Table 1015.1. 46. Exterior exit balconies constructed in accordance with Section 1015.1 have 100' added to their travel distance 47. Corridors are rated as per Table 1016.1., / 48. Corridor widths meet requirements of Section 1016.2. 49. Corridor dead ends are less tan 20' or 50' for sprinklered occupancies B and F 50. Corridor not used as plenum unless in a tenant space of less than 1000 sq. ft. 51. The minimum number of exits for occupant load meets the following: 1 -500 requires 2 exits 501 -1000 requires 3 exits More than 1000 requires 4 exits 52. Buildings with one exit meet the requirements of Section and Table 1018.2. 53. Interior stairwells required as a means of egress m et the requirements of Section 1019. NIA' 54. Space under stairs is identified as 1 -hour rated.-MA 55. Exterior ramps or stairs are open o one side and have a minimum of 35 sq. ft. of open space not less than 42" above any floor level 56. Exterior ramps and stairways are protected from the inside of building as per Section 1022.6. 57. Exterior balconies, stairways and ramps are over 10' from t lines and other buildings on the lot. 58. Egress courts meet the requirements of Section 1023.5 59. Assembly occupancies meet the requirements of Section 1024. 60. Window egress or better is provided in every sleeping room and any habitable basement.J4 ACCESSIBLITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible spaces and the public right -of- way(except as excepted by Section 1104). 2. In addition to the required accessible entrances, 50% of all public entrances are accessible. 3. Accessible parking is provided as per Table 1106.1. )C 4. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy. 5. Van spaces are provided.(one out of six and any portion) �( 6. Accessible parking is provided on shortest route from accessible parking to the accessible building entrance. 7. Group I occupancies meet accessibility requirements as set forth in Section 1107.5. 8. Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1. 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designed Type B units as per ICC /ANSI 117.1 unless on a upper level without elevator service.411 10. Where more than 20 apartment unit, one level town homes or condos are locat�e,(�W�n a project, 2% but not less than one are designed as Type A units as per ICC /ANSI 117 . 1 ._Ayt - 11. Wheelchair spaces (and companion seat a er Section 1108.2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1 12. Assistive listening systems are provided in Assembly oc upancies where audible communications are integral to the use of the space._ 13. Any Assembly occupancy performance area has an accessible route per Section 1108.2.8. 14. Any dining area in an Assembly Occupancy is fully accessible 15. Self service storage facilities shall provide accessible spaces as per Section 1108.3. 16. Toilet and bathing facilities are accessible(unless in a private office)as per #ction 11 9.2. X 17. Unisex toilets and bathing rooms are supplied as per Section 1109.2.1 18. Where sinks are provided, 5 %, but not less than 1 is accessible. X 19. Where a kitchen or kitchenette is provided, it is accessible(unless in Type B dwelling . 20. Storage cabinets, lockers, etc. one of each type is accessible as per Section 1109.8. INTERIOR ENVIROMENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1 /150 of the floor space or 1/300 with vapor barrier._ 2. 50% of the attic ventilation is 3 ft. above eaves. 3. Crawl space ventilation complies with Section 1203.3. 4. Natural ventilation (windows, doors, louvers etc.) is a minimum of 4% of floor space. )< 5. Interior sp ces that do not have openings directly to outside meet requirements of Section 1203.4.1. 6. Bathrooms containing bathtubs, showers or spas are mecha ically vented. 7. Natural or Artificial light is provided that meets the re qu r ents of Section 12 5. L 8. Courts shall meet the requirements of Section 1206.3. 9. Dwellings party walls and floors meet the requirements of Section 1207. 10. All habitable rooms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. X 11. Dwelling units(except Section 1208.4 efficient units) have one habitable room of 120 sq. ft��k 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0 ". X 13. Attics and crawl spaces have access openings as per Section 1209 14. An energy review has been submitted that meets the requirements of the International Energy conservation code. Xl EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another approved means to avoid condensation and leakage has been provided. x 2. Water resistant barrier shown on sheathing as per Section 1402.2. X 3. Masonry veneer is flashed at bottom and has weep holes. 4. Masonry veneer shall be mechanically attached as per Section 1405.5. 1 0 5. Stone Veneer is anchored as per Section 1405.6. 'X 6. Sidings shall be applied as per Section 1405.-X- 7. Fire separation distance for combustible veneers(siding) meet that of Table 1406 2.1.2.A4 8. Balconies that protrude shall meet the requirement of Table 601 for floors n- 9. Metal Composite Materials(MCM) shall meet the requirements of Section 1407._44 10. Roof coverings meet the requirements of Table 1505.1. �( 11. Double underla ent is provided in asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. - 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is provided from the roof edge to 24" inside of the inside of the exterior wall. 13. Drip edge metal is provided along all roof edge. X 14. Metal roofs meet the requirements of Section 1507.4.01- 15. Built -up roofs meet the requirements of Section 1507.10.E 16. Single Ply Plastic Roofing meet requirements of Section 1507.12 a d 1507.13- di 17. All other roofing types meet the requirements of Section 1507. STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5) 2. Structural documents for light frame wood buildings as per chapter 23 include floor roof and live loads, ground snow load, basic wind speed, wind exposure, seismic design category and site class. - 3. All plans except as described in #1 above shall include the following: a. Floor live load including any reductions. X b. Roof live load as per Section 1607.11. k c. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor X d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and cladding. -*t e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic - force - resisting systems, design base shear, seismic response coefficients, response modification factors and the an sis procedure used. 4. Flood zone is identified(if in flood zone see Section 1603.1.6) - P� 5. Design of floor live loads in access of 50 lbs per sq. ft. also identify that signs must be posted. 3 C 6. Structural design calculations meeting the requirements of chapter 16 have been provided. K 7. Architectural, mechanical and electrical components meet the seismic requirements of Section 1621. ?G 8. Where special fabrication (usually steel) is performe4 off sight, the fabricator has provided a certificate of compliance as per Section 1704.2.2. N 9. Special inspections are identified for welding. / 10. Special inspections are identified for high strength bolting,/V� 11. Special insp tions are identified for concrete construction except as excluded by Section 1704.4. 12. Special mspectio e ide ified or a onry as per Section 1704.5. 13. Special inspectio are i ntifi fo ill greater than 12" deep where a load is applied. 14. Special inspecti are ' entif d f all ier and pile foundations. 15. Special inspecti n are denti ed r sp ayed on fire resistance applications. 16. Special inspect' ns ar ident' ie or s oke control systems. 17. Quality assura ce for s is ' re ' tance is provided (except for design light frame as per chapter 2308 r rei ced a 1 ss than 25 feet high) 18. Special inspe tions pr vid for eismic force resisting systems. 19. Structural ob ervati s per ectio 1709 are identified for structures in Seismic Use Groups II or III. SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1804.2). Z® o - 0 2. Soil investigation meets the requirements of Section 1802.2. )r_ 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for natural surfaces 4. Information provided as per Section 1803.5 for any structural fill. X 5. Footings (except fQr 1 story category 1 buildings no bigger than 400 sq. ft.) are 36" below grade for frost protectio 6. Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1805.3. 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). x' 8. Footings designed so that the allowable bearing capacity of the soil is not exceeded. k 9. Foundation meets the requirements of Section 1805.5 (including tables 1805.5). k 10. Except for Group R and U occupancies of light framed construction of seismic design D and less than 3 stories in hieght, concrete is a minimum of 3000 p.s.i.. %, 11. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5.4 12. Foundation drainage system or water - proofing (Section 1807.3) is provided where water table warrants. 13. Damproofing shown under slabs as per Section 1807.2.1. l y 14. Damproofing shown for foundation walls._ 15. Minimum of 4" of gravel is shown under all slabs. 16. Foundation drain is installed (except in well- drained gravel areas) as per Section 1807.4.2 and 1807.4.3. 17. Piles meet requirements of Section 1808, 1809, 1810 and 1811. 18. Piers are a minimum of 2' wide and meet requirements of 1808.2.23. and 1812. CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strength or grade of reinforcement and the size and location of reinforcement. V 2. Structures assigned to Seismic Design Category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. 3. Concrete exposed to freezing weather has air entrainment as per Table 1904.2.1 and meets the requirements of Section 1904.2.2 and Tables 1904.2.2(1) and 1904.2.2(2). 4. Masonry shear walls are provided in both directions so that their cumulative dimension in each direction is a minimum of 0.4 times the long length of the building (as per Section 2109.2.1.2). 5. Floor and roof diaphragm width to length ratios for masonry buildings meet Table 2109.2.1.3. (Empirical Design Only) 6. Masonry wall laykral support is identifie �in engineering documents or empirically by Table 2109.4.1. � �- 7. Masonry thickness of bearin walls for one story is a minimum of 6" and 8" for two story buildings as per Section 2109.5.2 8. Masonry foundation walls meet all of the requirements of Section 2109.5.6. 11/12/2004 w 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 01 KEITH T. KENNEDY, ARCHITECT 545 SHOUP AVE. IDAHO FALLS, ID. 83402 TELEPHONE /FAX: 206522 -4151 Fax Transmittal DATE: 11/12/04 TO: Val Christensen FROM: Keith Kennedy RE: East Idaho Credit Union Total number of pages being sent (including cover sheet): 52 11/12/2004 11:51 2085224151 K T KENNEDY ARCHITEC PAGE 02 CHWOO- Specific Requirements (a) Budget U- factors are used for software baseUme calculations ONLY, and are not code requirements. Envelope PASSES: Design 34°x6 better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2000 IECC, Chapter 8, requirements in COMcheck- EZVersion 2.4 Release 2c and to comply with the mandatory requirements in the Requirements Checklist. ' 7 "**- ),-J L L6t f2AV i t2 IS Principal Envelope Designer -Name Signature Date Use I .Air Leaksae. Component Certification. and Vapor Retarder Reauirementa Gross Cavity Cont. Proposed Budget Component Name/Desedption Area R -Value R -Value U Factor U- actor Roof 1: All -Wood JoUVRafter/Truss 3769 50.0 0.0 0.022 0.047 Exterior Wall 1: Wood Frame, Any Spacing 2705 19.0 0.0 0.068 0.067 Window 1: Metal Frame, Double Pane with Low -E Clear, SHOO 0.57, PF 0.80 362 --- - -- 0.250 0.520 Doan 1: Glass, Clear, SHGC 0.30 91 — - -- 0.390 0.520 Door 2: Solid 21 — — 0.100 0.112 Floor 1: All -Wood Joist/Truss 3769 38.0 0.0 0.027 0.040 (a) Budget U- factors are used for software baseUme calculations ONLY, and are not code requirements. Envelope PASSES: Design 34°x6 better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2000 IECC, Chapter 8, requirements in COMcheck- EZVersion 2.4 Release 2c and to comply with the mandatory requirements in the Requirements Checklist. ' 7 "**- ),-J L L6t f2AV i t2 IS Principal Envelope Designer -Name Signature Date Use I .Air Leaksae. Component Certification. and Vapor Retarder Reauirementa 11/12/200 11:53 2085224151 Clinaato-Specific Requirmwats Con onent NRM/Description Roof 1: All - Wood Joist/ltafter/'1'russ Exterior Wall 1: Wood Frame, Any Spacing Window I : Metel Frame, Double Pane with Low -E Clear, SHGC 0.57, PF 0.80 Door 1: Glass, Clear, SHGC 0.30 Door 2: Solid VI r 1 • All -Wood Joist/Truss Gross Cavity Cont. Proposed Budget Area R -Value R -Value U- Facior 1 -U= 3769 $0.0 0.0 0.022 0.047 2705 19.0 0.0 0.068 0.067 362 --- -- 0.250 0.520 91 - -- --- 0.390 0.520 21 - -- — 0.100 0.112 3769 38.0 0.0 0.027 0.040 00 (a) Budget U - moors are used for some baselinc calculations O NLY, and arc not code requirements. Envelope PASSES: Design 34% better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with is a in COM app li ca t ion. ch eck-�ZVersion 2.4 Release p 2e y atid to comply with dte desi to meet 2000 IECC, Chapter , require mandatory requiretneuts in the Requirements Checklist. // Date Principal Envelope Designer -Name Signature 11/12/2004 11:53 2085224151 i K T KENNEDY ARCHITEC Permit Number Envelope Compliance Certificate Checked By/Date 2000 IECC COMchft*- EZSoBware Version 2.4 Release 2c Data filename: C:\Program Files lChecklCOMcheck- EZ\EICU_l.cck Section 1: Project Information Project Name: New Branch Office For East Idaho Credit Union Designer /Contractor: Keiitb T. Kennedy, Architect M. Voigt Construction Document Author: David. Sorenson Section 2: General. Information Building Location (for weather data): Rexburg, Idaho Climate Zone: 16 Heating Degree Days (base 65 degrees F): 8693 Cooling Degree Days (base 65 degrees F): 143 Activity Tvne(sl Floor Area Bank/Financial Institution 3769 Project Description (check one): _ New Construction _ Addition _ Alteration _ Unconditioned Shell (File Affidavit) Section 3: Requirements Checklist Bldg. Dept. I use I Air Lesimp, Compone d Certification, and Vapor Retarder Requirements [ l I 1. All joints and penetrations are caulked, gasketed, weather- stripped, or otherwise sealed. I l I 2. Windows, doors, and skylights certified as meeting leakage requirements. ] I 3. Component R- values & U- factors labeled as certified. I l I 4. Vapor retarder installed. PAGE 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 04 EAST IDAHO CREDIT UNION REXBURG, IDAHO STRUCTURAL DESIGN CALCULATIONS FOR THE NEW EAST IDAHO CREDIT UNION BRANCH OFFICE TO BE LOCATED IN REXBURG, IDAHO Client: Keith T. Kennedy, Architect Idaho Falls, Idaho Designed by: Mark D. Andrus, PE Project #04341 TABLE OF CONTENTS PAGE 1.1 2.1 -2.7 3.1-3-12 4.1 -4.3 5.1 -5.11 6.1 -6.13 DESCRIPTION Design Criteria Lateral Design Roof Framing Design Floor Framing Design Foundation Design Drive Thru Canopy Design G & S Structural Engineers 1600 John Adams Parkway Suits 200 Idaho Falls, ID 83401 Telephone: (206) 523.6918 E -mail: gs @dataway.net Fax: (208) 623 -6922 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail gs@dataway.net DESIGN CRITERIA Date: September 9. 2004 Fax: (208) 523 -6922 Project: East Idaho Credit Union (Project #04341) Location: Rexbur -Q. Idaho (Zip code: 83440) Building Code: 2000 International_Buildino Code (IBC) Design Loads: Roof: Snow Load (SL): 35 PSF Dead Load (DL): 15 PSF Floor: Office Area: Live Load (LL): 50 PSF Dead Load (DL): 15 PSF Partition Load: 20 PSF Check floor for 2000 pound concentrated load per IBC Section 1607.4. Lobby Area: Live Load (LL): 100 PSF Dead Load (DL): 15 PSF Check floor for 2000 pound concentrated load per IBC Section 1607.4. Soil: Assumed soil type: CL. ML. MH and CH (Clay, sandy clay, silty clay, clayey silt, silt and sandy silt) Allowable soil pressure: 1500 PSF - ,(,Per IBC Table 1804.2) Wind: 90 -mph; 3- second gust Exposure C Importance factor: 1.0 Seismic: Ss = .606 g SDS = .529 g Si =.193 g SDI =.261 g Site class D Importance factor 1.0 Design Category D Sheet 1.1 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 06 Project au — Zex 1 Project No. Oyu' yl Date 1 Designed By ,�i1 GC� ��r� S• r, Wk'rr: %c.. , - ms s baseJ L fo �,� �p &j yo S. �e Claw 'D so,. _ . zip W 04;1 -fee Wx s SSUD Oo o- . zo (as) 1 Iby w. : ' IstI Q )(1 0 ) 74) = 7 Ibs a y. ..... , ... ;.....,._.. Ib7bb,. a7� = 7/p Av G &S Structural Engineers Sheet ell 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 07 - ....._.... ..._......... . .... ._... .... - - - ...........- ..- .. �. -... - EICU- Rexburg Date and Time: 9!7/2004 4:01:22 PM MCE Ground Motion - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Period MCE $a (sec) ( %9) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS 1, Fv = 2.03 Spectrum for Site Class D Period MCE Sa (sec) ( %g) 0.000 031.8 T = 0.0, Sa = 0.4FaSs 0.099 079.4 T = To, Sa = FaSs 0.200 079.4 T = 0.2, Sa = FaSs 0.494 079.4 T = Ts, Sa = FaSs 0.500 078.5 0.600 065.4 0.700 056.1 0.800 049.1 0.900 043.6 1.000 039.2 T = 1.0, Sa = FvS1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020 -7 2.000 019.6 P. Z 11/12/2004 11:53 2085224151 Designer: Mark Andrus Date: 9f112004 Project: EICU- Rexburg SEISMIC DESIGN: K T KENNEDY ARCHITEC G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 63401 PAGE 08 Type of Occupancy: (Table 1664.5 and 1807.1) Commercial Table 1616.3.1 Building Category or Seismic Use Group: (Table 1604.6 and 10e.2) Building Category I Seismic Importance Factor: (rabla 1604.6) t ■ 1.00 Sall Site Class: (1615_t.t) Site Class . D Response Modification Coeff. R: (Table 1617.6) R " 6 Building Location: (Latitude a Longitude, or zip Code) D "• D" Approximate Fundamental Period, T N = Height (feel) above base to highest level of building. h„ = 20 C, = Building Period Coeftidient (See 1617.1.2.1) C t M 0.02 Calculate Approximate Fundamental Period. T.: C' °/ T ■ 0.189 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) S o n 0.6069 1 Second Period, 31: (CD rom) S, a 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: F,: (fable 181 5.1.2(l) or CO rom) F a 1.310 g F.: (Table 1615. 1.2(2) or CD rom) F„ = 2.030 g SMg: = F (Eq. 16-16 or CD rom) S = 0.794 g SMI : . F„ S (Eq. 16.17 or CD rom) Sall s 0.3929 Design Spectral Response Acceleration Parameters: (1615.1.3) S OB . 2135,,,, = (Eq. 16 -18) Sos 0.629 g S . 2133.1- (Eq. 16 -19) SD = 0.281 g Nature Of Occupancy Seismic Use Group Table 1616.3.1 Table 1616.3.2 Largest SDC from Tables 1616.3.(1)8(2) SDC" to Use for Design SOS SDC• SD SDC" Commercial I 0.529 D" 0.261 D" D "• D" " SDC is the 'Seismic Design Category" 01 a uAvi Seismic Use (croups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1$econd perlodm 31, equal to or greater thatn 0.76g, shall be assigned to Seismic Design Category E, and Seismic Use GroupIII structures located on such sites shall be assigned to Seismic Design Category F. 2.3 11/12/2004 11:53 2085224151 Designer. Mark Andrus Date: 9f?12004 Project: EICU•Roxburg S: General Procedure Response Spectrum: To•,2Sd1 1Sds- Ts=Sd1lSds= For periods 5 To: Ts a For periods a To: K T KENNEDY ARCHITEC PAGE G 6 S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 (1615.1.4) For periods > Ts: To= Ts C 0.099 g 0.494 g T =pi Sa /g 0.0 0212 0.1 0.529 0.5 0.529 0.6 0.435 0.8 0.326 1.0 0.261 1.2 0.218 1 -4 0.187 1.6 0.163 1.8 0.145 2.0 0.131 Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D•• and S1 Is less than 0 -6 thus Cs min = 0.044Sds(le) Cs shall not be less than: C; 0.044Sds(le) = 0.023) (Eq. 18-37) Cs calculated Cs = Sds /(R/le) = 0.088) (Eq, 16-35) Cs need not exceed: Cs = Sd1 /((RAe)'T) = 0.230) (Eq. 18-36) Cs used for design of Seismic base shear 0.088 Seismic Base Shear. V C Cs'W (Eq- 16 -34) See Section 1617 for the E,„ to use in the load combinations of Section 1605.4. QE ■ The effect of horizontal seismic forces = Seismic base shear (V) = Cs`W Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use In Formulas 16-5, 10, and 17 shall be defined by: E = p +QE ; 0 - 2 'SDsro (Eq. 16 -26) Where the effects of gravity and seismic ground motion counteract, the seismic load, E. for use in Formulas 16-6, 12, and 18 shall be defined by: E = p•Q - 0.2•S D (Eq, 16-29) Z. I 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 10 Project 72W — Project No. Qk1 YJ Date 9 7'10 Designed By .,S.eL .... �- xpasa-e �� _ /► o dye s hip = : Jo (g r) A t ' .. �CS► yr► (il,�rr� QI' u �S� 7 C yl d . GI�c,� /L'. ..u��.h to �•� Cc� . ���n �/'�9S orf ./v!x�'ec,�. Prte.. O - �Ix ,Lh y t 1002) t 3 %t (► FJ) w 16. -do Jas (�,s� wl 1 �r.� yz(��x�ti•y) cot -p yz(��) .7,i(,c�) = 49.60 J✓59 Cv ys(i0) 61 4- - 7(94 ♦, 10 (yo1'�� la 109BO; Ibi J.0.930., /6r G&S Structural Engineers Sheet 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 11 Project _Lyr ! Project No. Date U Designed By A y 12s;50 f lu n r� l ip . ,& ai t f j A S DA s7H G ❑ Q Q Q Q Q 6 a P , /ss - lo lbi Wa ll A 0 - /r.yfJi 77 A�d- (tbs� /Duo Fr,rea pe-i- tops (�1i =1 Os B ""J 8d IL6 II 14►.C-6r- ba'Y. sheer - ripe. z &i e.) 8 3`Q' lullo Q syc05 Tfu hi- 5 �f,�� C N J� ala' 12 U°u LA 17 `I 1— ' //b u�r2, y �b "� C N=UB .(oZ10 ?�' /2 C a '/z) 2 s2 i V I& `��rZ, l ot a Y LO" (e 2A 0 mar w �1iu oa G b N w el A iA-Z'14 441 '' a V-aOOy sou G&S Structural Engineers Sheet . Z,& 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG Proje t. — R du Project No. 002/ Date !p Designed By i ... _..._ . ....1 — G... zvv v Zs92o (0 ,may .� v e / y Z 8 o h19 r.8 '72-4 i.. S ti 9 t,,P IrU. ........I ... -0..... , .... 1. .. .... ;Z RAI y(�)'L wGv) /a�sv 2ov 1970 Cv 11 loo r3&S, Structural Engineers Sheet /7`r' rZON .1 Is w) 939 223 5 0.0 1 1 Ake kp 1� � i Lam" Iq (i� t /s��� ).. Z 2 G 8.n E9y • I. 9 7 ........... ........ I �... M ; 1 1 4 Iyy� `y i ... _..._ . ....1 — G... zvv v Zs92o (0 ,may .� v e / y Z 8 o h19 r.8 '72-4 i.. S ti 9 t,,P IrU. ........I ... -0..... , .... 1. .. .... ;Z RAI y(�)'L wGv) /a�sv 2ov 1970 Cv 11 loo r3&S, Structural Engineers Sheet 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 13 Project Q:CLI ?4xi" Project No. OYS41 Date -U Designed By _� 1 i �uG►.t- Ma ram " 'IrL C��s,f ,, u•.Rr t S a �- ps a tD i Ps rr, 1 ' /b T;, r rJ Flo u la,►�n ... jea .1. r� rl«r L ©e�.qw lw•►� �L 4U Ps P ;... U 6 2 0 ps �) spa Caste 2 Pc n - 3i -'top 40 -'a �s /yx m ZtiF ^�y /r�.., Q S V al 5C'S'v'J ML z Add Z Iurr.M�1,:2 t g" I I t G&S Structural Engineers Shee 11/12/2004 11:53 2085 K T KENNEDY ARCHITEC TJ 6.10 Saris) N f 11718" TJI® 210 24" o1c 1 w. B/820042,05:35PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE regal Erlgkhsvanbnc 1.t0,a APPLICATION AND LOADS LISTED A Member SIoP 6112 Roof Slope6 Dimenelom 21 6" w - J b -- NAIL dimensions are horizordeL 12' ♦ � B e _ Product Dlaorbm Is Conceptual. A for a Jolt Member. Caoaol �2� e>" HJtcS e ' I's4aj. 4 PAmary Load Cva4 - Cnpw (pM: 35.0 Live at 1191E dur9don, t 3,0 Deed t r h 1 � d4L�o Rt. end Span 1 undo Snow ADJACENT span lowing VwWAl Reaction (bs) L� IO-V Spam ptY�fbw.n SS Pte` Passed (44%) I,1M1N:� Moment (FI-Lbs) Input BaaArg VeAlaal Reaetlom tlsej DMSiI Other Passed (31 %) Wldlh Le glh Uvwn@& NpgMfogll 0.096 I Stud web 3.30" 3.50' 663 / 306 / 0l 1152 R1: BbMng 1 Py 11 716• TJO 210 Total Load Dal (in) 2 Shd wall 3,30" 3.50' 855 / 371 / 0 / 1226 R7 None Passed (LAND+) 3 Sl d wall &W 1.75' 2201411-1021268 Rt: Slot" 1 Ply 11 7/B" TJW 210 - Sts TJ SPECIFIER'S /GUILDERS GUIDE Mr dslail(s): R1: BI "' ig,147 PAGE 14 -0aMclion Cvtlerls: STANOARD(LL:IJ240,TL:UtG0), - ef"WL.u): M — -1905 OW and bo6om) mwl be IMaeed 817 6" Ok unless detailed Otherwise. Proper snaehmaM and positioning of lateral braclrg le repuyad b 8dhiava member stability, The bah C-01 — -r id-W in Ihb design er *@W include alerrlate and adjacerhl member pWWn bWW* - sign asetnnea hdnq Sott LWA /Mere) support of the oompression edge. ADDITIONAL_ NOTES: 4MPORTANTI Ths.yysis posNraed is output Nom mown. developed by True JoW (TJ). TJ warrmhte tie sizing of its pnadutra by this avowre will t eaortlpllellsd in ecaordano@ wth TJ product Alo oiats. InPU design loads, design d Nerd node eooepOsd design vakiee. The apeciflo prattud application, started dimenslons have born provided by the aonware user. This output has not been reviewed by a TJ ssd -NO' all Products ere readily eveh". Cr" with your - $ F I or TJ kc nical repressrta W Ior produd availability. -THIS ANALYSIS FOR TRUS MST PRODUCTS ONLY/ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Mlowebls Strap Oaign ffwoWdQMW wee used br Huitdkp CO& IBC arMINRIng th5 TJ DI WD M Product listed above. (MinYeum ad length) a (Owral hwtunlal laroM t 1.11a 4 515MT OPERATOR INFORMATION: Mark Andrus Qu shwhaat OvInam 1600 John Adana Pkwy., Sine 200 10" Falls, O 69101 Phan. ; (20e) 62M91 Fan: ;(706) 5234= goodolway.nlsl Copyright O 2003 by true Joint, a Weyerhaeuser aasibess TJIa and TJ -seame are registered tradsmarks of True Joist. s -I iaJ:t and TJ -prow are trademarks of True Joint. & 7- Matlmum Design Congo( Caoaol Lxtllaa Shear (be) .704 4W 1809 Passed (34%) Rt. end Span 1 undo Snow ADJACENT span lowing VwWAl Reaction (bs) 12,26 1226 2758 Passed (44%) bearing 2 under grow ADJACENT span boding Moment (FI-Lbs) -1260 -12a9 4163 Passed (31 %) Bean g 2 under Snow ADJACENT span loading Lim Load Dal (In) 0.096 0.6633 Passed (L WP-) MID Span 1 under Snow ALTERNATE apes loading Total Load Dal (in) 0.129 0,001 Passed (LAND+) MID Span 1 under Grow ALTERNATE apes badirp PAGE 14 -0aMclion Cvtlerls: STANOARD(LL:IJ240,TL:UtG0), - ef"WL.u): M — -1905 OW and bo6om) mwl be IMaeed 817 6" Ok unless detailed Otherwise. Proper snaehmaM and positioning of lateral braclrg le repuyad b 8dhiava member stability, The bah C-01 — -r id-W in Ihb design er *@W include alerrlate and adjacerhl member pWWn bWW* - sign asetnnea hdnq Sott LWA /Mere) support of the oompression edge. ADDITIONAL_ NOTES: 4MPORTANTI Ths.yysis posNraed is output Nom mown. developed by True JoW (TJ). TJ warrmhte tie sizing of its pnadutra by this avowre will t eaortlpllellsd in ecaordano@ wth TJ product Alo oiats. InPU design loads, design d Nerd node eooepOsd design vakiee. The apeciflo prattud application, started dimenslons have born provided by the aonware user. This output has not been reviewed by a TJ ssd -NO' all Products ere readily eveh". Cr" with your - $ F I or TJ kc nical repressrta W Ior produd availability. -THIS ANALYSIS FOR TRUS MST PRODUCTS ONLY/ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Mlowebls Strap Oaign ffwoWdQMW wee used br Huitdkp CO& IBC arMINRIng th5 TJ DI WD M Product listed above. (MinYeum ad length) a (Owral hwtunlal laroM t 1.11a 4 515MT OPERATOR INFORMATION: Mark Andrus Qu shwhaat OvInam 1600 John Adana Pkwy., Sine 200 10" Falls, O 69101 Phan. ; (20e) 62M91 Fan: ;(706) 5234= goodolway.nlsl Copyright O 2003 by true Joint, a Weyerhaeuser aasibess TJIa and TJ -seame are registered tradsmarks of True Joist. s -I iaJ:t and TJ -prow are trademarks of True Joint. & 7- 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC 4 0 e r 4 w Apa r TJS.wn(�I�) 6.10 Sw�.l NU """7pp�oo 11 718" TJI ®110 �4" o/c U—.2 9ne/1o042;0@. PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Pagel 6gine Veislorr 1.1o.a APPLICATION AND LOADS LISTED /I Member Slope: IBM2 Rod Slope6H2 1 All dimentlono are horizontN. Product Diagram is Conceptual. LOADS: Andy" N fOr a Jo41 Mwnbw. P'imr)r Lad ( - g - Sear (PS6: 35.0 Llve M 115 % duration, 15,0 Dead SUPPORTS• loon bawln0 VsAlka Rewdons jibs) Delaf other YNABr Lenplh L waiDes 1upwreasl 1 ftW well 3.50" 1.76' 472 / 229 / o / 999 R1: sbdting 1 Ply 11 7m TJI! 140 2 Seal vrsl 3.50' 1.75" 4731U$10/en R1: Blodchy 1 Pry 11 'm Tin 110 -Bas TJ SPECIFIER'$ / BUILDERS GUIDE for daisll(s): R7: Blo w DESIGN CONTROLS• madmum Donlon CO~ Capron Location Sher' (in) 977 4" 1791 Pass$d (37%) R6 end Spun 1 under &ww boding VwlkW Reaction (be) 977 $77 1019 Ps$sed (97%) Dewing 2 under Snow loadig Moment (Ft {be) 2216 2215 3407 Passed (04%) MID SW 1 w1aw Snow bedbg Live load 00 (in) 0.209 0.731 Pawed (LI452) MID Span 1 under Snow boding Total Load Dal (in) 0.390 0.975 Passed (U401) MID Span 1 undw Snow loading PAGE 15 -Ddkd— GMwle: 8TANOARD(LL:LrAAO.TL•Ln*0), - BrerJrg(Lu} Al compmagn eggs$ (top rd bagorn) n nil be ttreeed 917 lr ek uWss deviled otlrolWbs. Proper etiecf.nerx end po shlon ing of lalera bfwkq Is ro,p,M W achieve mambw stability. - DWG seuenes sd@%— wnthww lateral wrppwt of to =aWs slon edge. 4MPWTANT1 The analyst preeanlad Is suptl arms *l . developed by True Jdsl (TJ). TJ wartame Ins sizing of W products by IN* software will be accomplished In eopwowroa With TJ pMdud design Wlwis rxl cods sampled design values, The spsCft Product SO" I"1 4. ipnd design loads, and svteA d'monlorn have been provided by the sonw■rs yser. This oukvA hs$ not been reviewed by a TJ Assoeldle. 4401 el Prodtd4 are Mildly evelleds. Chet* w11h your supp9e► or TJ Ie"Imal ropesenwin Iw product availability. .THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. dlowab,e Straw Design medwdobgy won wed for Building Code IBC enalyzbv the TJ D[Wbndion pt dud Rated above. -(Mi li purr, CIA Io gin) a (Overel hormo,esl WV49M) In 1.119 . 515/19' OPERATOR INFORM Mist Andres a6$ rrawsAm 6ginssrs 1900 John Adams Pkwy., Sine 200 klaw Fade, ID 93401 Ptwne : (209) 523 -0419 Fax :(20!)52 e= ge@titswev.rrt Copyright O 200.1 by True Joist, a ■eysrtmauser Business TJ10 and TJ -Baaaq are rtegiat:essd trademarks of True Joist. e -1 Joiat'.Frol and TJ -Pro" are trademarks of True Joint. 21.2. 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 16 COMPANY PROJECT WoodWorks OD Mark D. Andrus, O li S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Apr. 21, 200312:45:00 Beam1 Design Check Calculation Sheet Slzer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Live 2093 66 start End Start End Load? Loadl Dead full Area 20.00 (6.00)• 2760 No Load2 Snow Full Area 40.00 (6.00)* 1380 Yes RTributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 10' 22' 6 Dead 1013 Value 1688 Value Anal sis /Deal n Live 2093 66 3375 216 fv /F'v' - 0.30 Total 3105 1296 5063 2760 fb /Fb' = 0.47 Rearing: fb - 353 Fb' = 1380 fb /Fb' = 0.26 110 1.00 1.2 _._ ......... 0.0 Length Glulam -Simple, VG West.DF, 24F-V4,6-3/4x10-1/2" Lateral support: top= at supports, bottom= at supports; Load combination$: ICC4SC; SECTION vs. DESIGN CODE NDS -1997: ( stress =pal, and In Criterion Analysis Value Design Value Anal sis /Deal n Shear fv @d - 66 Fv' = 216 fv /F'v' - 0.30 Bending( +) fb - 1296 Fb' a 2760 fb /Fb' = 0.47 Bending( -) fb - 353 Fb' = 1380 fb /Fb' = 0.26 Deflection: 1.00 1.00 0.21 - <L/999 rnterior Dead Live 0.45 - L/482 0.90 = L/240 0.50 Total 0.76 = L/285 1.20 = L /180 0.63 Cantil. Dead 0.14 - L/396 Live 0.33 - L/163 0.45 - L/120 0.73 Total j 0.53 - L /101 1 0.60 - L /90 1 0.89 ADDITIONAL DATA: FACTORS: F CD CM Ct Fb' +- 2400 1.15 1.00 1.00 Fb' -- 1200 1.15 1.00 1.00 Fv' - 190 1.15 1.00 1.00 Fcp'- 650 1.00 1.00 E' = 1.8 million 1.00 1.00 CL CF CV Cfu Cr LC# 1.000 1.00 1.000 1.00 1.00 3 1.000 1.00 1.000 1.00 1.00 2 2 Bending(+): Lc# 3 - D+S (pattern: Ss), M - 13390 lbs -ft Bending( -); LCS 2 - D +S, M - 3645 lbs -ft Shear : LC# 2 - D +S, V - 3443, V @d = 3128 lbs Deflection: LC# 3 D +S (pattern: Ss) EI- 1172.08@06 lb -in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L =live S =snow W =wind I= impact C =Construction CLd =concentrated) (All LC's are listed in the Analysis output) (Load Pattern: a -S/2, X -L +3 or L+C, _ -no pattern load in this span) DESIGN NOTES: 1. Please verlfy that the default deflection limits are appropriate for your application_ 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity for all cases. This Is conservative except where point loads occur at 113 points of a span (NOS Table 6.3.2). 3. Grades with equal bending capacity In the top and bottom edges of the beam cross- sectlon are recommended for continuous beams. 4. GLULAM: bxd - actual breadth x actual depth. S. Glulsm Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tenslon). Fcp(comp'n). 3 A 11/12/2004 11:53 2085224151 Woodworks® 500/WARf FOR WOOD DARMN K T KENNEDY ARCHITEC COMPANY Mark D. Andrus, PE G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Apr. 21, 200312:45:69 Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf, or plf ) Load Type Distribution Magnitude M Location Ift] Pattern Total 6750 6750 Hearing: Start End Start End Load? Loadl Dead Full Area 20.00 (6.00)• Lateral support: top - at supports, bottom- at supports; Load combinations: ICCADC; No Load2 Snow Full Area ® 0.00 Ifi - 00)* 0.76 Yes ' 1AVU{.OLy ALUE" %LEI MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) ; PROJECT Beaml PAGE 17 0' 37 Dead 2250 2250 Live 4500 4500 Total 6750 6750 Hearing: Bending(+) Len th 1.5 ... ._ ................,,... fb /Fb' - 0.78 1.00 Glulam- Simple, VG West.DF, 24F-V4,6-314x19-112" _ 0.71 - L/632 Lateral support: top - at supports, bottom- at supports; Load combinations: ICCADC; 1.00 SECTION vs. DESIGN CODE NDS -1997: ( stress -psi, and In) Live Defl'n Criterion ­ _Analysis Y " Value Des1 n Value Anal sis /Desi n FACTORS: F CD Shear fiv d - 7 Fv' = 218 fv /Fv' - 0.32 Bending(+) fb - 1775 Fb' - 2276 fb /Fb' - 0.78 1.00 Dead Defl'n 0.71 - L/632 FCp'- 650 1.00 1.00 Live Defl'n 1.42 - L/316 1.89 = L/240 0.76 2 Total Defl'n 2.49 - L /lB0 2 .S0 - L/160 1.00 ADDITIONAL DATA: -� ........ FACTORS: F CD CM Ct CL Cr CV Cfu Cr LCM Fb' +- 2400 1.15 1.00 1.00 0.825 1.00 0.875 1.00 1.00 2 Fv' - 190 1.15 1.00 1.00 2 FCp'- 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Bending( +); LCA 2 - D +S, M - 63291 lbs - Shear : LC# 2 - D +S, V = 6750, V @d = 6165 lbs Deflection: LCI) 2 - D +S EI- 7507.44e06 lb -in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D - dead L - live S -snow W-wind I =impact C =construction CLd- concentrated) (All LC'a are listed in the Analysis output) (Load Pattern: a -S /2, X -L +S or L +C, _ -no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity for all cases. This Is conservative except wham point loads occur at 113 points of a span (NOS Table 6.3.2). 3. GLULAM: bxd - actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tenslon), Fcp(comp'n)_ 3, S 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 18 0 WoodWorks® sonw�re rer rope eaurry COMPANY Mark D. Andrus, PE G & S Structural Engineers 1800 John Adams Pkwy., Suits 200 Idaho Falls, ID 83401 Apr. 21, 2002 1248.24 PROJECT Beaml Design Check Calculation Sheet Slzer 2002a LOADS: jibs, psf, or pH ) Load Type Distribution Magnitude Location Ift) Pattern Shear 4500 Total Start End Start End Load? Loadl Dead Full Area 20.00 (6.00)* Len th No Load2 Snow Full Area 40.00 (6.00)* 1.00 Yes MAXIMUM REACTIONS jibs) and BEARING LENGTHS (in) 0 . 37' a" Dead 2250 value 2250 Live 4500 Shear 4500 Total 6750 218 6750 Bearing: fb - 1775 rb' - Len th 1.5 Dead Defl'n 1.5 Glulam -Simple, VG West.DF 24F-V4,6-314x19-1/2" Lateral support: top= full, bottom= at supports: toad combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress -psi, and In) Criterion Analysis value Design Value Anai sls /Desi n Shear fv 8d - 70 Fv' 218 fv Fv' - 0.32 Sending( +) fb - 1775 rb' - 2414 fb /Fb' - 0.74 Dead Defl'n 0.71 - L/632 1.00 1.00 2 Live Defl'n 1.42 - L/316 1.88 - L/240 0.76 Total Defl'n 2.49 - L/180 2.50 L /190 1.00 ADDITIONAL DATA: FACTORS F CD CM Ct CL CF CV Cfu Cr LC! Fb' +- 2400 1.15 1.00 1.00 1.000 1.00 0.875 1.00 1.00 2 Fv' - 190 1.15 1.00 1.00 2 Fcp' 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Bending(*): LC11 2 - D +S, M - 63281 lbs -ft Shear : LC# 2 - D +S, V - 6750, Ved - 6165 ibs Deflection: LC# 2 - D *S EI- 7507.44e06 1b -in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L-live 9 =3now M =wind I =impact C =construction CLd- concentrated) (All We are listed in the Analysis output) (Load Pattern: s -3/2, X -L+S or L +C, _ -no pattern load in this span) DESIGN NOTES: 1. Plesse verity that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used In the calculation of Cv Is assumed to be unity For all cases. This is conservative except wham point loads occur at 113 points of a span (NDS Table 6.3.2). 3. GLULAM; bxd s actual breadth x actual depth. 4. Glulam ®tams shall be laterally supported according to the provisions of NDS Clause 5.3.3. S. GLULAM; bearing length based on smaller of Fcp(tenslon). Fcp(comp'n). 3, (p 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 19 COMPAItY PROJECT MaAt D. Andrus, PE 'I�Woad `1aE Pkw 1600 John Adams P Suite 200 so.rwwwoewnoaa�acn Idaho Falls. 10 83401 Apr. 21, 2003 12:66:60 9eaml Design Check Calculation Sheet _ Sitar 2002a LOADS: I Ito, pat, or pit) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Dead Triangular Vr - 6.00 No Load2 Deed Triangular 0.0 280.0 6.00 26.00 No Load3 Snow Triangular 0.0 180.0 0.00 6.00 Yea Load4 Snow Triangular 0.0 560.0 6.00 26 -oo Yes Load5 Dead Len th 320 0.00 No Load6 Snow ::In. , Point 640 0 -00 yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 3' 2 - 1 1W V4' 1 g' 4.318" 23' 26' Dead Anal sis Value 1377 -- - - - - - .... - -° -• _ 2198 Sh ear V - Live Vr - 9000 2709 Bending( +) 4263 9940 Mr - Total M /Mr - 0.48 Bending( -) 4086 7413 6461 20525 M /Mr - 0.36 Bearing: -• -_,..-----.... u-, w-. ....._�...--- -...- .-- -- ._... -�- ...,M.�.._. <L/999 4 0.0 Interior Dead 1.6 Len th L/501 2.5 L/240 0.0 LVL n-ply, 1.812, 2600Fb, 11-314x1 1-718", 2 -Plys Pitch: 41112;. Total length: 27'G-712", Load combinations: ICC4BC; SECTION vs. DESIGN CODE Nos -1997 ( Ibs, Ibs4% or In) Criterion Anal sis Value Design Value Analysis/Design Sh ear V - Fb' +- 2600 1.15 Vr - 9000 V Vr - 0.35 Bending( +) M - 9940 Mr - 20525 M /Mr - 0.48 Bending( -) M - 7413 Mr - 20525 M /Mr - 0.36 Deflection: 0.15 - <L/999 4 Interior Dead Live 0.43 - L/501 0.90 - L/240 0.47 Total 0.66 - L/329 1.20 L /180 0.55 Cantil. Dead 0.08 - L/466 Live 0.25 - L /151 0.32 - L/120 0.78 Total 0.37 - .L /103 1 0.42 - L /90 0 -87 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCM Fb' +- 2600 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb' -- 2600 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV - 285 1.15 1.00 1.00 8 Fcp'- 750 1.00 1.00 - E' - 1.8 million 1.00 1.00 4 Bending( +): LCe 4 - D +3 (pattern: sea), M - 9940 lbs -ft Bending( - ): LCM 2 - D +S, M - 1413 lbs-ft Shear : LCM B - D +S (pattern: sSS), V - 3821, W d - 3207 lbs Deflection: LCM 4 - D +3 (pattern: sSs) EI 879.14e06 lb - in2 /ply Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D-dead L -live S -snow W -wind I- impact C- construction CLd- concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s -5/2, X -L+S or L +C, _ -no pattern load in this span) DESIGN NOTES: 1. Plane verily that the dstaun deflection Umits are appropriate for your application. 2. SCL"9EAMS j3huctarat Composite Lumbo: the attached SCL sslectlon Is for preliminary design only. For Anal member design contact your local SCL manufecturw. 3. BUILT-UP SCL.BEAMS: cordrA manufacturer for connsWon details when toads are not applied equally to all ply*. 4_ SLOPED BEAMS; level basting M required for all sloped beams. 3.7 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 20 coMPAMr PROJECT 4D Meth D. Andrus, PE 0 r�( 8 S Structural Engineers Wood 1 1 \S® 1660 John Adams Pkwy., Suits 200 ,oFnn„u,w, w000 osr,cr, Idaho Falls, 10 65401 Apr. 21, 2003 12:66:34 Baaml Design Check Calculation Sheet Sher 200$s LOADS: ( lea, pet, or pM 1 Load Type Distribution Magnitude Start End Location (ftl Start End Pattern Load? Loadl Dead Triangular 0.0 ­ 95.0 0.00 6.00 No Load2 Dead Triangular 0.0 280.0 6.00 26.00 No Load3 Snow Triangular 0.0 180.0 0 -00 6.00 Yes Load4 Snow Triangular 0.0 560.0 6.00 26.00 Yes Load5 Dead Point 320 0.00 No Loads Snow Point, 640 0.00 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 3' 2.1(8' 10' 114' �r 6• aa16• 6' 6' 23' 26' Dead Analysis Value 1281 Value 2796 Shear V 6d Live Vr - 90 2470 Bending( +) 5724 . 5726 Mr - Uplift M /Mr - 0.28 Bending( -) M - 9956 Mr - 20525 2117 Total Bearing: 0.08 - <L/999 3751 -.. 8520 Interior Dead Live Length 0.0 0.90 - 114 0.22 3.2 0.32 0.0 LVL n -ply, 1.8E, 2600Fb, 1 -314x11 -718 ", 244ys Load WmplMgOrls: ICC -IBC; Pitch: 4.2112;, Total length: 27'6-7/8", SECTION vs. DESIGN CODE NOS -1897: ( It», Ibs4t, or In) Criterion Analysis Value Desi n Value Anal siS /Desi n Shear V 6d - 3553 Vr - 90 V Vr - 0.39 Bending( +) M . 5726 Mr - 20525 M /Mr - 0.28 Bending( -) M - 9956 Mr - 20525 M /Mr - 0.49 Deflection: 0.08 - <L/999 7 Interior Dead Live 0.20 - <L/999 0.90 - L /240 0.22 Total 0.32 - L/672 1.20 - L/180 0.21 Cantil. Dead 0.04 - <L/999 Live 0.26 - L/295 0.64 - L /120 0.41 Total 1 0.33 - L /230 0.85 - L /90 0.38 ADDITIONAL DATA: FACTOP3 E CD CM Ct CL CF CV ctu Cr LC* Fb' +- 2600 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb' -- 2600 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 B Fv' - 285 1.15 1.00 1.00 4 Fcp'- 750 1.00 1.00 - B' - 1 -9 million 1.00 1.00 7 Bending ( +): LCB 4 - D +S (pattern: sSO, M - 5726 lbs - ft Bending( -): LCe 8 - D +S (pattern= aSS), M - 9956 lbs -ft Shear : LCN 4 - D +S (pattern! sSs), V - 4168 V4d = 3553 lbs Deflection: LCe 7 - D +S (pattern: SsS) EI- 879.14e06 lb -in2 /ply Total Deflection - 1.50(Dead Load Deflection( + Live Load Deflection. (D -dead L-live S -snow W -wind I- impact C- construction CLd- concentrated) (All LC'S are listed in the Analysis output) (Load Pattern: a -S/2, X -L•S or L+C, _ -no pattern load in this span) DESIGN NOTES: 1. Pleas verily that On default denecdon Ilmis ace sppropdaw for your application. 2. SCL -BEAMS (Structural Composits Lumbet). the adachsd SCL selection Is for preliminary design only. For final mambar design contact your local SCL monurectunlr. 3. BUILT40 801.4EAMB: contact manufacturer for Connection details when loads are not applied squally to all pys. 4. SLOPED BEAMS: level bearing In required for NI - " $ beams. i 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 21 Project - Project No._ 0y Date -�J Designed By vl� by ireeri�.n ,r5sc Orrp's9 6,ea--,x ; l'.o�� ► — A-E L,%C.u aorr dalf- �D>+ 1641E 2' 54 z (0 4 ®V )bs n� r CIM. P CA 11 f+ f Avd E / La s S L % (,7 2o !jr 5L _ 7, 3yo /L1 D t, - 1 17 0 /bs L G &S Structural Engineers Sheet 2. C 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 22 COMPANY PROJECT ® Mark D. Andrus, PE 1 d, S Structural Engine* WoodWo rs � 1600 John Adams Pkwy.. Suite 200 Idaho Falls, ID 83401 Apr. 21, 2003 13:40 :22 Beaml Design Check Calculation Sheet SI2er 20022 LOADS.' ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern @d 66 480 1080 Total, Start Start End Load? Laadl Dead 1Point _End 3240 2.00 No Load2 Snow IPoint _ 6480 2.00 Yea MAXIMUM REACTIONS (Ibs) and BEARING LENGTH$ (in): V R' Dead 2160 Desi n Value Anal sie /Desi Live 4320 @d 66 480 1080 Total, 6480 Bending( +) 2160 Bearing: M /Mr - 0.64 — 3240 Len th 1.6 w -- - Live Defl'n .06 - <L/999 „. 1.0 LVL n•ply,1.8E, 2600Fb,1414x9 -112 ", 3 -Plys Load combinations: ICC413C; SECTION vs. DESIGN CODE N ( Ibs. Ibs - ft. or In 1 Criterion Analysis Value Desi n Value Anal sie /Desi FACTORS: F CD S ear @d 66 480 Vr = 10899 v /Vr - 0.59 1.00 Bending( +) M - 12960 Mr = 20310 M /Mr - 0.64 1.00 Dead Defl'n .03 a <L/999 1.00 1.00 - Live Defl'n .06 - <L/999 0.30 - L/240 0.21 Total Defl'n .11 = L/647 0.40 - L /180 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCII Fb' +- 2600 1.15 1.00 1.00 1.000 1 -03 1.000 1.00 1.00 2 FV' - 285 1.15 1.00 1.00 2 Fcp'= 7S0 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Bending( +). LCO 2 - D +S, M - 12960 lbs -ft Shear : LC11 2 - D +S, V - 6480, V @d = 6460 lbs Deflection: LCt: 2 - D +S Ei- 675 - 16e06 lb - in2 /ply Total Deflection - 1.50(Dead Load Deflection) + LiVe Load Deflection. (D -dead L -live S-snow w -wind I- impact C =Construction CLd- concentrated) (All LC's are listed in the Analysis output) (Load Pattern: a -s/2, X -L +S or L +C, _ =no pattern load in this span) DESIGN NOTES: _....__...._._.. 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL49EAMS (StruCtural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. S. BUILT-UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. .&, /0 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG COMPANY PROJECT WoodWorks Mark D. Andrus, G a S Structural Engineers gineers ron��E�o.w000s 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Apr. 21. 2003 13:41:01 Beamt Design Check Calculation Sheet Slzer 2002a LOADS: I Ibs, psf, or pM ) Load Type Distribution Magnitude Location [ft) Pattern 5686 Value Start End Start End Load? I.oadl e Point 3360 1.00 No Load2 Snow Point 6720 1.0 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dead 2843 Design Live 5686 Value An si-2 /De9x,c�n Total 8529 = 529 Vr 103 nearing; Bending _ - 8$29 155: L engt h 2.2 Dead Defl'n 0.02 - <L/999 - Live Defl'n 1.0 .- -.. . .......... ... _. LVL n -ply, 1.8E, 260CFb,1- 3140-1/2", 3 -PlyS Load combinations: ICC -IBC; SECTION vs. DESIGN CODE Nos -is97, lit s. Ito -1t. or in I ~ Crit erion Anal 8is Value Design Value An si-2 /De9x,c�n Shear V d = 529 Vr 10899 V /Vr s - 0.78 Bending M - 8$29 Mr - 20310 M /Mr - 0.42 Dead Defl'n 0.02 - <L/999 Live Defl'n 0.04 - <L/999 0.32 L/240 0.14 Total Defl'n 0.08 - <L/999 0.43 L /160 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv cfu Cr LC# Fb' += 2600 1.15 1 -00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1 -15 1.00 1.00 2 E'cp' - 750 1.00 1.00 E' -- 1.8 million 1.00 1.00 2 Bending(+): LC& 2 = D +S, M = 8529 lba --ft Shear : LCM 2 - D +S, V - 8529, V @d = 8529 lbs Deflection: LCN 2 - D +S E1 675.18e06 lb-in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L -live S -snow rr -wind I - impact C=Construction CLd- concentrated) (All LC's are listed in the Analysis output) (Load Pattern: a =S /2, X -L+S or L+C, _ -no pattern load in this span) • -- ...„,,.._... DESIGN NOTES: 1. Please writ' that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber). the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT -UP SCL43EAMS: contact manufacturer for connection details when loads are not applied equally to all plys. ,3,)/ 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG COMPANY ��� PROJECT Wo o d Wor k s Mark D. Andrus, PE 15 Q b S Structural Engineers 1600 John Adams Pkwy., Suits 200 iOMMUf /OAN°OO° Idaho Falls, ID 83401 Apr. 21, 2003 14:26:56 Beaml Design Check Calculation Sheet Sizer 2002a LOADS ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Len th 1755 Vr = Start End Start End Load? Loadl Dea Point 1170 _ 6.50 - No Load2 Snow Point 2340 6. L/569 0.65 - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0.42 U* Id Dead Live Total Bearing:, 565 1170 1755 r - 585 1170 1755 1.0 Anal 8i9/Desion 1.0 Len th LVL n- ply, 1.8E, 2600Fb,1- 3/4x9 -1/2 ", 3 -Plys Load combinations: ICC4BC; SECTION Vs. DESIGN CODE NOS -1997: ( Ibs, Ibs-ft, or In l Criterion Rnal 918 Value Desi n Value Anal 8i9/Desion Shear v 1755 Vr = 10899 V /Vr 0.16 Bendinq(+) M = 11407 Mr - 20310 M /Mr = 0.56 Dead Defl'n 0.14 - <L/999 Live Defl'n 0.21 - L/569 0.65 - L/240 0.42 Total Defl'n 0.48 - L/325 0.87 = L /180 0.55 ADDITIONAL DATA: ~w FACTORS: F CD CM Ct CL CF CV Cfu Cr LCN Fb' +- 2600 1.15 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 2 Fcp' 750 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Bending( +): LCN 2 - D +S, M = 11407 lbs -ft Shear : LCN 2 - D +S, V - 1755, V9d - 1755 lbs Deflection: LCN 2 - D +S EI- 675.18e06 1b -in2 /ply Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L -live S -snow N =wind 1- impact C- Construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s -S /2, X -L +S or L +C, _ -no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT -UP SCL - BEAMS: Contact manufacturer for connection details when loads are not applied equally to all plys. 3. /� 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 25 Project _ � u — ��rbum Project No. Date Designed By 4dm 9LG/ C..c�8G1 �. ��+�C fit^ Sn • I I. S 110~!4 I 2 1 p � I i G&S Structural Engineers Sheet �; / 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC TJ.BeamllM) 0.10 6en =_ 2707o0300WO 11718" TJ I® 210 @ 16 old User. 2 9!9/2004 3 :16: PM THIS PRODUCT MEETS OR EXCEEDS THE SST DESIGN CONTROLS FOR THE Paga 1 Engine V erslarr 1.10.3 APPLICATION AND LOADS LISTED 1 2 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Oaks Bldg* - OMlsee (pd): 50.0 LM at 100 % duration, 15.0 Dead, 20.0 Partition Input Rearing Varocal Resicsoes pis) D" Other VAdlh Length L valDesWUpI1jVTotal 1 Stud wall 9.50' 3.50' 5171362101070 Al: BlodMg 1 Ply 11 7f0' TJIV 210 2 Shed veal 3.50" 3.50" 517 136210/078 At: Block 1 Ply 11710 TJIV 210 -Sou TJ SPECIFIER'S I BUILOORS GUIDE for delnil(s): At: Blecking DE81GN CONTROLS: Maximum Design Central ConVW Locatlm Bltew (tSs) 1000 1000 1665 Passed (60%) Rt. and Spun 1 under Safe loading Verbal Rasrs)on (Ibs) 995 ON 1435 Paced (69%) Beat" 2 under Sara loading Moment (Ft4.ba) 3223 8223 3620 Passed (Bg%) MID Span 1 under Floor loading Live Load Dell (in) 0.254 0.377 Passed (L/713) MID Span 1 under Floor loading Toth Load Dell (111) 0.432 0.751 Passed 0419) MID Span 1 under Floor loading TJPfe 47 40 Passed span 1 PAG -O~Ion Criteria: 6TANOARO(LL:U4110,TL:U240), -00110121011 9118"S le based on Composite action with single layer of 23/32" Panels (24' Spen Rating) GLUED a NAILED wood decking. -Bract g(Lu): All compression o0ges (top and boom) must be braced at 7 LY old unlass detailed ooterwlee. Proper ettedvnenl and positioning d into I bracing is required to achieve member stabiliy. .2000 b concentrated load raWkemerm for standard nonwesldenbal Poo have baa� considered for reacnan and shear. TJJPro RATING SYSTEM -The TJ-Pro Rating System value provides additional boor pOft"ance IMOrmetlon and Is based on a GLUED 6 NAILED 23/37' Penele (24' Span Rating) deckng. Tie controlling pen Is supported by walls. Addaionsl considerations for this ryllrg Include: Cutting - None. A structural analysis d the dark has not been performed by the program. Comparison Value: 1.49 ADOMONAL NOTES: - IMPORTANT] The analysis presented is output from sottwere developed by True Joiel (TJ). TJ warrants the fixing of its products by this software will be ao=nplished in accordance with TJ product design erltr(s and oode accepted design vetoes. The specific product application. Input design loads, and stated dimensions have been provided by the sollwers user. This output has not been reviewed by a TJ Associate. -Not all proWude are readily avellable. Chedk with your supplier of TJ technical representative for product evanability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - AllowWs Stress Design memoddloW was used for 6uildi g Coos IBC ena"i g the TJ OblMAW product Rated above. Mark Andrus OILS Structural Engineers 1000 John Adams Phwy., Sulu 200 10s11c Fees. ID 03401 Phone: (208)Sy36910 Fax : (200) 6236622 gspdtAawsv_ttet Copyright 0 2003 by True Joist, a Weyerhaeuser Business All and TJ -Baaem are reglatered tssdeae or Trus JOAat- e -1 Jo1st -,Preft and TJ -Prow at* Cirsdetsarka of Trus Jolet. 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC 4 n A 11 7/8" TJI® 210 @ 16 .. o/c TJ�Beadtcm) 0.10 Senat =. 7 r 000006430 User: 2 9/Br2M 3:10:Q2 PM THIS PRODUCT MEETS OR EXC THE SET DESIGN CONTROLS FOR THE Poo Engine Version: 1,1 APPLICATION AND LOADS LISTED ` 12 . 8 " • Product Diagram Is Conceptual. LOADS: Analysis is fbr a Joist Member, Primary Load Group - Office Bldpa - Lobbies (pat): 100.0 Live at 10D % duretlon, 15.0 Dead Input owns vertical Ran, , (Ore) Dow Other VAdth L.angth LFrNDeadNp sMtiatat 1 Sid well 3.50' 3.5(r 0441127101971 At Blocking 1 Ply 11 7/6" TJI® 210 2 Sind wait 2.50" 3.S0" 6441 Al; Blaci ft 1 Ply 11 7W TJI® 210 3se TJ SPECIFIER'S / BUILDERS GUIDE for datail(a): Al: Blodci g DESIGN C2NTR9L8: Maslrnum Design Control Control Location Shan► (IM) 1000 1000 1655 Passed (W%) RL and Span 1 under Sale loading Vertical Pearson (lea) M ON 1435 Passed (69%) Bearing 2 under Safe loading Moment (FNJfe) 2076 2676 3620 Passed (797) MID Span 1 under Floor loading Live Load Ong (in) 02JB 0.306 Passed (U622) MID Span 1 under Four loading Toted Lead OM (in) 0.272 0.613 Passed (LI541) MID Span 1 under Floor loading TJPto so 40 Passed Span 1 PAG -Deflection Ortterle: STANDARD(LL:LI400,TL:L1240). -0911lsQbn ~19 Is based on wnpodle action vrflh single layer at 2M32' Panels (24" Span Rating) GkV rO i NAMED wood dedring. - 8=1119(L.u): NI Compression edges (top and bottom) must be braced at 2' 6' oM unless demised otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -200D Ea eonceni taled bad requl emanb far standard Roots have been considered for reeCtbn and doer. TtI RATING SYSTEM -The TJ-P(0 Rating Syatem value provides additional floor performance Information and Is based on a GLUED 6 NAILED 23!32" Parole (24' Span Rating) dedtdng, The oontroalnrg open Is supported by wells. Additional considerations for this noting include: tiling -None. A stn ctu ml analysis of the dark has rat been performed by the program. Comparison Value: 1.49 ADDITIONAL 140725. - IMPORTANTI The analysis presented is output Gum sotlwern developed by True Joint (TJ). TJ wanxnts the sizing of its produms by this sa6were will be acCOmpushad In s000rdwee with TJ product design Or$erls end code arospied design values. The epoone product oppaoadon, Inge design loads, and Mated dimensions have been provided by 9n sollwars user, This ou" has not been reviewed by a TJ Associate. -Not all products are roadily available. Cheats with your &,ague of TJ lachn" representative fa product availability. -THIS A NALYSIS FOR TRUS JOIST PRODUCTS ONLY1 PRODUCT SUBSTITUTION VOIDS THIS A NALYSIS. ,OJIOW@bM Stress Design ma61060109y was used for Bu1M" Cads IBC analyzing the TJ Dletrletaion product Noted above. :• •: ID MaAr Andrus Gd8 Strucaoat Engineers 1600 John Adorns Pkwy., Suite 200 Ideho Felts, ID 03401 Phan: (206) 5238910 Fat :(208) 5234MM geQmdleway.net Copyright o 2003 by Tom Joint, s Weyerhaeuser aosinasa Tara and TJ "Beareb ere registered trademarks of True Joint. ems) Jo1et�, PCO� and TJ-9r6 are trademarks of True Joint. r 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG Project EGA – 12 / i Project No. 3- _42!& Y1 Date Designed By OAS Ue c S" tKhess w� 4,-4 A. RernI , SW by 'rrs�e�a..+> SL b 'P ', 1 ply. /U( /u) i - . 5 -4 A- 6 7 llj = 6 G &S Structural Engineers q. 1 4-ri• .Z L. 6 (V) 57tp s) = 2S2o lb . p 1�- /e� 1 I l� °► p l�F Sheet —/ 11/12/2004 11:53 2085 K T KENNEDY ARCHITEC Company G & 8 Structural Engineers September 8, 2004 Designer : Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Sketch TX A B #4(_5 In V w r w �O E 1 ft Controlling Z direction steel requires the followjng placement: Region 1 (starts at A): 4 In Steel: .05 In (1 #4 @NA) Region 2 (middle): 12 In Steel: .27 In 44 @121n) Region 3 (ends at D): 41n Steek .05 in (1 #4 @NA) Bottom Rebar Plan Geometrv. Materials and Criteria Footing Elevation PAG 0 C Length Aft OX :0 in Gross Allow, Bearing :1600 psf Steel y : 60 ksl Width :1.667 ft eZ :0 In Concrete Weight :146 pcf Minimum Steel :.0018 Thickness :10 In pX : 8 in Concrete fc : 2.5 ksl Maximum Steel :.0075 Height :0 in pZ :12 In Design Code : ACI 318 -02 Footing Top Bar Cover :3.6 In Overtuming Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 In Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 In Passive Resistance of Soil :01k Phi for Bearing : 0.66 Loads P (k) Vx (k1 Vz (k) My (k_ff\ Uw !k_A1 AU- f4%1KFAMn /neA DL LL R LA r RISAFoot Version 2.0 [Untitled_r1l] Page 1 +P *Vx +Vz +Mx z * er A D D C D C A D K T KENNEDY ARCHITEC PAGE 30 Company G & S Structural Engineers September 8, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU • Rexburg Checked By: Descri lion Cate ones and Factors Gross Allow, s ��077 sf) Max/Allowable Ratio ASCE 2.4.1 -1 1DL 1600 A .339 ASCE 2.4.1 - 2 1 DL +1 LL 1500 - 1At 799 Al D C 1DL QA: 607.776 psf QB: 607.776 psf QC: 607.776 psf QD: 507.776 psf NAZ: -1 In NAX : -1 in A B D C 1DL +1 LL QA: 1187.44 psf QB: 1187.44 psf QC: 1187.44 psf QD: 1187.44 psf NAZ: - 1 In NAX: -1 in F00611 Flexure Desi n Boftom Bars Descri tion _ Cate ones and Factors Mu -XX (k -ft Z Dir As (in r ) Mu -ZZ k -ft X D As (in ACI 9-1 1.401-+1.7 3.88893e -7 1.38273e-8 .233 .008 Note: Overburden and footing self weight are included in the DL load case. Footing Sheer Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 12.603 k One Way (Z Dir. Cut) Vc: 7.6 k ACI 9 - 1 I 1.4DL +1.7LL and Factors Punching k Vu /o 1 I N Note: Overburden and footing self weight are included in the DL load case. X Dir. Cut Z Dir. Cut k) Vu/ c Vu (k) Vu/� 2 0 * .002 _ 1 0 Concrete Bearinft Check (V ertical Loads Qnl Bearing Bc : 206.126 k ing Bu k Bea Bu /0Bc 3.111 11 .023 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 (Untltled.rftj Page 2 S, 1 11/12/2004 11:53 2085 K T KENNEDY ARCHITEC PAGE 31 Company G b S Structural Engineers September 8, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: W IC •� � O N D C Q 1 Z G A G o D C Footing Elevation X Dir. Steel: .58 In (3,94) Z Dir. Steel .68 In (3 04) Bottom R @bar Plan GeometrV, Materials and Criteria Length Width :2.669 ft eX : 0 In Gross Allow. Bearing :1600 psf Steel 1y :60 ksi Thickness :2.069 ft :10 In e2 :0 In pX :6.61n Concrete Weight :146 pcf Concrete fc Minimum Steel :.0018 Height :0 In pZ : 6.6 In :2.6 Its Design Code : ACI 318 -02 Maximum Steel :.0076 Footing Top Bar Cover :3.5 In Overturning Safety Factor AX Phi for Flexure : 0.9 Footing Bottom Bar Cover :3.5 in Coefficient of Friction :0.3 phi for Shear :0.76 Pedestal Longitudinal Bar Cover :1.6 In Passive Resistance of Soil : 0 k Phi for Bearing : 0.68 Loads DL P k 2.62 Vx k 1 Vz k Mx (k -ft) Mz (k -ft) Overburden s LL 6.88 100 +P , +vx +Vz x & ;M +Over A D D C D C A D RISAFoot Version 2.0 [Untitled.rft) Page 1 sy 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 32 Company ; G & S Structural Engineers September 8, 2004 Designer : Mark D. Andrus. PE Job Number ; 04341 EICU - Rexburg Checked By: Sof/ Bearin Description Factors Gross Allow. Max Bearin st) Max/Allowable Ratio All 1600 1397.07 A .931 A B A e D C p C 1DL QA: 671.64 psf QB: 671.64 psf QC: 671.64 psf QD: 871.64 psf NAZ: -1 In NAX: -1 in 1Dl ♦ILL QA: 1397.07 psf QB: 1397.07 psf QC: 1397.07 psf QD: 1397.07 psf NAM -1 in NAM -1 In Footing Flexure Design Bottom Bars AC19 -1 and Factors Mu -XX (k -ft) Z Dir As in Mu-Z7- (k- ft) X Dir 3.693 �- .129 3.693 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: 68.76 k One Way (X Dir. Cut) Vc 20.018 k One Way (Z Dir. Cut) Vc: 20.018 It Punching X Dir. Cut Z Dir. Cut Description Cate odes and Factors Vu (k) Vu/ c Vu (k) Wove Vu (k) Vu/WC ACI! 1.4DL+1.7LL 13.584 .308 1 3.438 .229 3.438 795 Note: Overburden and footing self weight are included In the DL load case. Concrete Bearjkq Check Wertical Loads Onl Bearing Bc : 128.663 It Bu/ Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [Untltled.rR] Page 2 11/12/2004 11:53 2085 K T KENNEDY ARCHITEC PAGE 33 Company : G & S Structural Engineers Designer : Mark D. Andrus, PE September 8, 2004 Job Number : 04341 EICU - Rexburg Checked B C4. -r.6 A w 4j w N G j T 9: 4 � C 3.337 ft A 6 A z ...r r4 LO c4 D C In Footing Elevation X Controlling X direction steel requires the following placement: Region 1 (starts at A): 5.02 In Steel: .09 In 2(1 94 @NA) Region 2 (middle): 24 In Steel: .64 In 2 (3 94 @12 In) Region 3 (ends at B): 6.02 In Steel. .09 in (1 p4 @NA) Bottom Rebar Plan GeonleM Materials and Criteria Length :3.337 R Width eX :0 In Gross Allow. Bearing :1500 psf Steel fy :60 ksi :2 ft Thickness :10 In eZ .0 In pX :5.5 In Concrete Weight :146 pcf Concrete Pc Minimum Steel :.001 S Height :0 In pZ :6.5 In :2.6 ksl Design Code : ACI 318-02 Maximum Steel :.0076 Footing Top Bar Cover Footing Bottom Bar Cover :3.5 In '.3.6 Overturning Safety Factor :1.6 Phi for Flexure :0.9 In Pedestal Longitudinal Bar Cover :1.6 In Coefficient of Friction :0.3 Passive Resistance of Soil 0 k Phi for Shear :0.76 : Phi for Bearing : 0.66 Loads j P k L DL Vx k _. Vz Mx k -it Mz -ft Overburden LL +P +Vx +Va Q +Mx +Mz +Over A D D C D C A D RISAFoot Version 2.0 (Untitled.rit] Page 1 S, & C 3.337 ft 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 34 Company t3 & S Structural Engineers September 6, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Soil Bearing Description Categories and Factors Gross Allow.(psf) Max Beadn0 (psf) MaWAllowable Ratio A B A B D C D C 1DL 101-+11-1- QA: 698.27 psf CIA: 1476.3 psf QB: 686.27 psf QB: 1476.3 psf QC: 695.27 psf QC: 1476.3 psf QD: 695.27 psf QD: 1476.3 psf NAZ: -1 in NAM -1 In NAX: A In NAX: -1 in Footing-Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As in Mu -ZZ -ft X Dir As (in' ACI9 -1 1.4DLt1.7LL 1 4.629 1 .175 1 2.311 1 .083 Note: Overburden and footing self weight are included in the DL load case_ Footing Shear Check Two Way (Punching) Vc: 88.75 k One Way (X Dir. Cut) Vc 16 It One Way (Z Dir. Cut) Vc: 26.028 k Punching X Dir. Cut z Dir. Cut Description Cate ones and Factors Vu Vul c Vu (k) Vu/ c Vu (k) Vu /,0VC ACI8 -1 1.4DLt1.7LL 13.323 1.302 1 4.282 1 .381 1 1.845 1 .104 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check (Vertical Loads Only) Bearing 8c; 128.663 k Description Categories and Factors Bearing Bu k Bearing Bu/ Bc ACI 9 -1 1 16.658 .186 Note: Overburden and footing self weight are included In the DL load case. RISAFoot Verslon 2.0 (Untitied.rRJ Page 2 7 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 35 Company G & 8 Structural Engineers September 8, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Sketch n Details B t x In Z I I a 0 I a, ft Controlling 2 direction steel requires the follov4ng placement: Region 1 (starts at A): 4.01 In Steel: .051n (1 #4 ANA) Region 2 (middle): 12 In Steel: .27 In #4 @12 In) Region 3 (ends at D): 4.01 In Steel: .05 In 2 (1 #44 @NA) Bottom Rebar Plan Geometry, Materials and Criteria 0 .14 r1 D C Footing Elevation Length :1 ft OX :0 In Gross Allow. Bearing :1500 psf, Steel fy .60 ksl Width :1.668 ft OZ :0 In Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 In pX :3.5 In Concrete rc :2.5 ksl Maximum Steel :.0076 Height :0 In pZ :12 In Design Code -. ACI 318-02 Footing Top Bar Cover :3.5 In Footing Bottom Bar Cover :3.6 In Pedestal Longitudinal Bar Cover :1.5 In Loans Overturning Safety Factor :1.5 Phi for Flexure :0.9 Coefficient of Friction :0.3 Phi for Shear :0.76 Passive Resistance of Soil : 0 k Phi for Bearing :0.65 DL LL P. Vx (k) Vz (k) Mx +P ,, " .: +Vz �x A D D C D C 0= +O.Ver A D RISAFoot Verslon 2.0 [Undded.rft) Page 1 s,a 11/12/2004 11:53 K T KENNEDY ARCHITEC PAGE 36 Company 0 & $ Structural Engineers September 8, 2004 Designer : Mark D. Andrus, PE Job Number : 04341 BICU - Rexburg Checked By: Soil Bearing Description Categories and Factors Gross Alli KS 2.4.1 -1 1DL 1500 ASCE 2.4.1 -2 1 DL +ILL 1500 A f3 D C 1 D QA: 343.636 psf QB: 343.635 psf QC: 343.635 psf QD: 343.635 psf NAZ: -1 In NAX: -1 In 2085 A B D C 1DL +ILL QA: 1280.69 psf QB: 1280.69 psf QC: 1280.69 psf QD: 1280.69 psf NAZ: -1 in NAX: -1 In Max Bearing (psf) Max/Allowable Ratio Footlnq Flexure Dsslgn (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (in 2 ) Mu -ZZ (k -ft) X Dir As (in ACI 9 -1 1 1.4DL +1.7LL 1 4.324459 -7 1 1.63768e -8 1 .491 1 .018 Note: Overburden and footing self weight are included in the DL load case. Footing Shear Check Two Way (Punching) Vc: NA One Way (X Dlr. Cut) Vc 12.51 k One Way (Z Dir. Cut) Vc: 7.5 k Punching X Dir. Cut Z Dir. Cut Descri ion Categories and Factors Vu(k) Vut zVc Vu (k ) Vu/ c Vu (k) Vu /pVc ACI9 -1 1 NA NA .002 0 .347 .062 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearin_q Check (Vertical Loads Only Bearing 13c: 91.375 k Description Cate ories and Factors Bearin Bu k Bearing Bu/ c ACI 9 -1 1 AOL +1.7LL 3.46 .058 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 (Untltled.rft] Page 2 S, q 11/12/2004 11:53 2085 Company G S S Structural Engineers September 8, 2004 Designer : Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Sketch mX Ul In Z c •.r G rq ❑� 1 ft Controlling Z direction steel requires the followjng placement: Region 1 (starts at A): 2 to Steel: .02 In (1 #4 @NA) Region 2 (middle): 12 In Steel: .26 in 04 @12 In) Region 3 (ends at D): 2 in Steel: .02 1n #4 @NA) Bottom Rebar Plan Geometry, Materials and Criteria K T KENNEDY ARCHITEC c Footing Elevation PAGE 37 C Length Width :1 ft :1.334 ft ex .0 In OZ :0 In Gross Allow. Bearing Concrete Weight :1600 psf Steel fy :60 ksl Thickness :10 In pX :3.6 In Concrete fc :145 pcf Minimum Steel :.0018 :2.6 ksl Maximum Steel :.0075 Height :0 In pZ :121n Design Code : ACI 318.02 Footing Top Bar Cover :3.5 In Overturning Safety Factor :1.6 Phi for Flexure :0.9 Footing Bottom Bar Cover :3.5 In Coefficient of Friction :0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1,6 In Passive Resistance of Soil : 0 k Phi for Bearing : 0.65 Loads P k Vx k Vz k Mx k -ft Mz k -ft Overburden s DL .481 100 LL 1.168 �+Vx +VZ +M +Over A D D C D C A S&Z so D RISAFoot Version 2.0 (Untitled.rft) Page 1 A /0 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 38 Company 0 a S Structural Engineers September 8, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Sol/ Bearing Descd t(on Cate ories and Factors Gross Allow_(psq Max Bearing (psf) Max/Allowable Ratio , ecr_P 2 w 19-4 --T- - -.._. 1.2 1 1 DL+I LL 1600 1 1 .967 A a A a D C p C 1 DL 1 DL +1 LL QA: 559.539 psf QA: 1435.85 psf Q13: 659.639 psf QB: 1436.85 psf QC: 659.639 psf QC: 1435.85 psf 00: 559.639 psf QD: 1435.85 psf NAZ :.1 in NAZ: •1 in NAX:•1 In NAX: -1 in Footing Flexure Desi n Bottom Bars Description Categories and Factors Mu -XX (k -fl) Z Dir As in Mu-ZZ k -it X Dir As (in AC19 -1 1,4DLt1.7LL 3.79037e -T 1.3476ge-a Note: Overburden and footing self weight are included In the DL load case. Footing Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 10-005k One Way (Z Dir. Cut) VC: 7.6 k Punching X Dir, Cut Z Dir. Cut and Factors Vu(k) Vu /ps1/c Vu(k) Vu /0Vc Vu(k) Vu/ Note: Overburden and footing self weight are included in the DL load case. Concrete Bearing Check ffgrticat Loads Onl Bearing Bc : 91.375 k and Factors Bu fols: Overburden and footing self weight are Included in the DL load case. ed Version 2.0 [Untitled.rft] Page 2 5-1// 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG E--39- Protect — Project No OV3gj Date a-�J Designed By 12.x. -, t , c.n9irr.�te� . `r►SeB a 2v "�c.. IZ pf Al?,; fi�lvla.., xs�.. ►�.-: +z, "Dt4ve. +h,,,..r�6 = t I �lai�,,., i I�e1 1u, bwildi,i�.; ,O Qj0 C KUl(0-9) C I l I- J , IC. c-t•si �.► . �.wi s e i= w.i L ?.r7 �3 UN _ 21 1. A IPA' Kiu • .... � D rrj � ++wt- ~ 2 X710 � � b � I .Kv p ' ,' . fad � r • ••..; ' P' eG p,l� (' t e .� r.. Ste.$► -4.1? /i8 , e drab .. T;7rs � +wc1Y ,; .a�- .�,rxeid►+ . , Val i! ........_.. _....... .. G &S Structural Engineers t..... ! Sheet �p• 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 40 COMPANY PROJECT WoodWorks(& Mark D. Andrus, ng pE G8S Structural Engineers CN 1800 John Adams, Pkwy., Suite 200 Idaho Felts, ID 83401 Sep. 9, 2004 08:07:51 Beam1 Design Check Calculation Sheet Sorer 2004 LOADS: ( Ibs, psi, or plf Load Type Distribution Magnitude Location tft] Pattern Lod Dea VULI Ared start End Start End Load? . 0 (24. )* Load2 Snow Full Area 35.00 (24.0)- No *Tributary tQ dth in) Yes MAXIMUM REACTIONS Obs) and BEARING LENGTHS (In) 0' 4' INK Dead 10' Live 266 3 Total 584 1 55 3 Bearing: 850 217 LC number 1 2 Length 0.0 1.0 4 Cb 0.00 1 71 1.0 1.00 Lumber -soft, D.FIr -L, N0.2, 2xV Spaced at 24" cic: Self Weight of 1.96 plf automatically included In loads- Lateral support: top= full, bottom= at supports. Repetitive factor applied where permitted (refer to online hel P). Load combinations: ICC -IBC: SECTION vs. DESIGN CODE NDS -2001: ( stress =psl, an(t in) Criterion AnAl sia value Design Value Anal ais /Desi n Shear fv 72 EV' - 207 fv /EV - -0.35 sending(+) fb - 365 Fb' = 1547 fb /Fb' = 0.24 Bending( -) t:b - 1295 Fb' - 1485 fb /Fb' - 0.87 Deflection: Interior Dead 0.01 - <L /999 Live 0.04 - <L/999 0.30 - L/240 0.13 Total 0.04 - <L/999 0.40 - L /180 0.11 Cantil. Dead 0.10 - L/481 Live 0.28 - L/169 0.40 - L/120 0.71 'total 1 0.38 - L/125 0.53 - L /90 0.72 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF cru Cr Cfrt Ci Cn LC# Eb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1,00 4 M.- 900 1.15 1.00 1.00 0.960 1.300 1.00 1.15 1.00 1.00 3 F`► - 1.00 1.00 1..00 2 FCp' 625 - 1.00 1.00 - - - - 1.00 1.00 E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Sending(*): LCl) 4 - D +S (pattern: sS), M - 230 lbs -ft Bending( -): LCb 3 - D -S (pattern: Sal, M 816 iba -ft Shear LCA 2 - D+S, V 442, V design - 395 lbs Deflection: LC(i 3 - D +S (pattern: Ss) El- 33.27e06 lb -in2 Total Deflection - 1.00(Dead Load Deflection) 4 Live Load Deflection. (D -dead L -live S -snow N -wind I =impact C =construction C 1, 4 1 -Concentrated) (All LC's are listed in the Analysis output) (Load Pattern: 3-S/2, X -L+6 or LtC, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits ate appropriate for your application. 2. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of Cantilevers and other spans. 3. dawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. The critical deflection value has been determined using maximum bock span deflection. Cantilever deflections do not govern design. &, 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 41 COMPANY PROJECT Wood Workse Mark D. Andrus, GdS Structural E ror �rrroe WOOAEfl*GN 1600 John Adams, Pkwy., Suite 200 Idaho Falls, ID 83401 Sep. 9, 2004 08:2818 Beaml Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psi, or pit) Load Type Distribution Magnitude Location Eft) Pattern Loa dl Dead Fu 1 Area Start End 15. Start End Load? LOa Snow (hill Area (1 .00)• 35,00(1300): No 1 7rlbutary Width rr . Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10'$" 22' -10.1" 35 -2.1" 39' -8.1 Dead 828 2619 Live 2019 2605 2152 Total 2847 6053 6223 4876 Rearing: 8666 8828 7029 LC number 7 13 8 15 1 Length 1.0 1.6 1.6 Cb 1.00 1,23 1.2 0.0 1.23 1.31 0.00 Glulam- Unbal., West Species, 24F -V4 DF, 6 -3/4x7 -1/2" Lateral support top= NO. bottom= at supports: Lad -I combinat combinations: ICC C tirally Included In Dads; SECTION vs. DESIGN CODE NDS -2001: (stressopsi, and In) Criterion Analysis value Design value Ane1 xis /Desi n Shear fv Ev' = 276 fv Ev 0.44 Bending( +) fb - 1251 Fb' - 2760 fb /rb' - 0.45 Bending( -) fb - 1851 Fb' - 2127 fb /Fb' - 0.87 Deflection: interior Dead 0.07 <L/999 Live 0.28 - L/536 0.41 - L/360 0.67 Total 0.34 - L/432 0,62 = L /240 0.55 Cantil. Dead 0,01 - <L/999 Live 0.27 - L /201 0.30 - L /180 0.89 Total f 0.28 - L /195 0.45 - L /120 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL Cv Cfu Cr Cfrt Notes Cn LC8 Fb'+ 2400 1.15 1,00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 7 Fb 1850 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 8 EV' 240 1.15 1.00 1.00 - - - 1.00 1.00 1.00 8 rcp' 650 - 1.00 1.00 - - - - 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 - - 7 Bending(+): LCM 7 - D+S (pattern: SeSs), M - 6598 lbs -ft Bending( -): LC# 8 - D +S (pattern: SSSs), M - 9759 lb3-ft Shear : LC# 8 - D +S (pattern: 33as), v - 4515, v design - 4102 The Deflection: LC/ 7 - D +S (pattern: SaSs) EI- 427.14006 lb -in2 Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D -dead L-live S -snow W -wind 1 - imp3ct C- construction CLd- concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s -S /2, x -L+S or L +C, _ -no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials Conforming to AITC 117 - 2001 and manufactured in accordance with ANSUAITC A190.1 - 1992 3 Grades with equal bending Capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bid - actual breadth x actual depth. 5_ Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on amaller of FCp(tension), FCO(comp'n). 7. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design. (V' 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PA 2 �roJect Project No. 3y/ Date Designed ors r.�� Y • Gs Lo (4144 12 4 / Win &L. , - 7x hZCa. 4 y%) /v = /S'.No /61 Ox s /� c�xl.Xq w./ W - T -p �S Ca 1Zr'rc, .. _ _ .. .,/ �..�... M .. a ••• G &S Structural Engineers Sheet �' 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE EICU - Raxburg Sept 9, 2004 at 12:07 PM 04341 -EICU- Rexburg Drive Thru F.. SokAkm: Emmkg G & S Structural Enj Mark D. Andrus, PE 04341 11/12/2004 11:53 Sept 9, 2004 12:06 PM Checked By: 2085224151 K T KENNEDY ARCHITEC PAG glneers Sept 9, 2004 12:06 PM EICU • Rexburg Checked By: Ifkeil Ir 7- Tnn —il In v_AnN M 1 1 1 1 X111 1 1 � 1 111 • 1 � 11 I •� HMM 00000 u� • MIMMIM- H n Ifkeil Ir 7- Tnn —il In v_AnN M In fn1 I A. OeNw Iw I.% 1 I- M..&:- I_ 'hru Frame.r3d] Page 3 &Iff h.-IS n_ rL_n .I.. rl.-- M a r; V% Vi.lArv.11 1 1 1 1 X111 1 1 � 1 111 • 1 � 11 •� HMM 00000 u� • n In fn1 I A. OeNw Iw I.% 1 I- M..&:- I_ 'hru Frame.r3d] Page 3 &Iff h.-IS n_ rL_n .I.. rl.-- M a r; V% Vi.lArv.11 matures X fA1 V NO 7 fAl r e.Y... 1Q1 ne.e..w c•..... Mi-m 1 1 1 1 1 X111 1 1 � 1 111 • 1 � 11 •� matures X fA1 V NO 7 fAl r e.Y... 1Q1 ne.e..w c•..... Mi-m 1 1 1 1 1 • 1 1 1 6-334 3 -M2004 Projects104341- EICU - Rexburg Drive Thru Frame.r3d) Page 1 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 45 Company _ G b S Structural Engineers Sept 9, 2004 Designer Mark D. Andrus, PE 12:06 PM Job Number: 04341 EICU - Rexburg Checked By: Basic Load Cass (Continued) aw n gQ(y i vi vi Po A r �f2i f`P11� 4 seismis load �E I I 1 I _ Member DisM ted Loads (BLC 1 • snow load) M amber Label Dimchon rt Magnitud2MI. .En ni de taq hpraonjft End Locatl I fR %1 -.263 0 0 J Member Distributed Loads (BLC 2 • dead load) , .M mber Label Direction Start M ni n 1 3 1 y - 13 -.113 - _. 0 l Member Distributed Loads (BLC 3 : wind load) • Member Di Start d..En ni a d.. o lion on 1 3- _ Member Distributed Loads (BLC 4: selsmic load) M D' etion Start M n ag ' . Sal L En Lo 1 3 X 1 .091 091 .... 0 0 Load Combinations 11 - .: ..ti.,., e-I.— P R RI h C enlnr RI r G9rinr tZ1 r` Canl RI C R!artnr RI r_ FGrtn RI r. G9rt Fit t'_ Fartnr RI C Farrtnr Envelope Joint Displacements leant X tint In Y lint It. 7 tint III-_ X Rntatinn Ir V Rntatim In 7 Rntatinn r In NM �____WO�__��_�_�� ININ � �� °rte °���■��a °� °�© ■r=te ct� ° • °�� � r� ° . MMEmm �—WEVI NUMM_ MM ME ME E E Envelope Joint Displacements leant X tint In Y lint It. 7 tint III-_ X Rntatinn Ir V Rntatim In 7 Rntatinn r In Envelope Joint React ions Joint X rk1 Ic Y fk1 Ic 7 Ik k: MX fk -R !c MY fk -ftl In M7 MAI le RISA -3D Version 5.Oc [C-\RISA 3- D\2004 Projects\04341 -EICU- Rexburg Drive Thru Frame.r3d] Page 2 G -7 � �� °rte °���■��a °� °�© ■r=te ct� ° • °�� � r� ° . Envelope Joint React ions Joint X rk1 Ic Y fk1 Ic 7 Ik k: MX fk -R !c MY fk -ftl In M7 MAI le RISA -3D Version 5.Oc [C-\RISA 3- D\2004 Projects\04341 -EICU- Rexburg Drive Thru Frame.r3d] Page 2 G -7 -_ 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG a ; Company : G & S Structural Engineers Sept 9, 2004 Designer ; Mark D. Andrus, PE 12:06 PM Job Number: 04341 EICU - R exburg Checked By: Envelope Member Section Forces U AMK Af Can AMI.IM1 In .. Ok-161 i - . Ql-w -461 I- 1 1 1 max 659 -.013 .644 -.022 -828 -.032 .821 .248 .806 2 .79 .217 .036 -. .036 007 136 012 2 .711 5 . 0 ._ -. 1 0 1 0 1 0 _:.. 0 1 2 0. 3 in -.0 9 5 -.272 2 0 0 0 1 4 5 6 7 8 9 11 ,,, 2 3 2 5 1 1 1 3 1_, 3 2 5 1 1 - _....,_.- 2 max 3.363 5 2 .711 5........__. ....0...._ 1 1 0 1.226 2 min - 5 _..... -.272 2 1 _ 1 4 0 I♦- m 3 2 .711 5 0 1 0 1 0 1 2 4.5 6 in -_165 1 5 - 27 0 I 0 1 0 -6.401 5 7 2 1 ma A 3 1,04 3 0 0 1 0 1 1 min 1.295 1 .094 0 1 0 1 1 9 9 _,_, __ 2 t max 4.209 3 1.04 3 Q- 1 0 1 0 1 -.424 10 in 1 .094 1 0 1 _. 1 3 11 A max 1 4.129 3 1 1 .043 0 1 0 1 0 1 -.848 12 min 1 1.135 1 1 _ 0 _ 0 13 3 _..._... 1 max 2J2 2 1 3.28 0 1 1 0 1 2-452 2 14 min 5 -. 5 0 _......Q 0 1 _ 1 - 401 5 15 272. 0 1 ...... 0_ 0 1 0 min 5 -.846 1 0 1 -10.95 17 _...._...... 3 m 1.04 3 - .1.._135 �_ 1 0 _ ,..1 0 9.3 3 18 094 -4.129 0 1 0 1 I' 1 En VelO a Member Se ction Stresses envelope Member Section D flectiong 2 3 1 2 3 1 3, max M in max in max min max mi max min max mi ma A min max min Max min 659 -.013 .644 -.022 -828 -.032 .821 .248 .806 2 .79 .217 .036 -. .036 007 136 012 2 2_ 5 2 3 1 3 1 2 5 3 3 1- .255 -.098 .255 -.098 5 -.098 .373 .034 .373 .034 .373 .034 1.168 -. 9 0 -.301 -404 .469 it; 5 .. 2 5_ 5 2 1 3 1 3 1 2 5 1 1 3 c one _ 0__ 0 0 0 0 � 0 0 0 0 _0,,,_ 0 0 w. 0 0 0 0 Ic 1 1 1 1 1 1 i 1 1 1 1 1 1 1. 1 1 - I ODI q 0 4.033 -1.54 _. 8.065 -3.089 1 0 0 5.892 4 1.1.796 1.0 2.3 -.881 - 3,938 .81 -.305 -3.364 Iq -aot [ ksi ki ksi 10__ z -Bo' k 1 0. 3 1 5,,, 2 5 2 1 1 3 1- 3 1 5 2 0_ 0 1.545 -4.033 ._..3, -8.065 0 0 -.534 98 -1.068 -11.7 . -2.3 1 1„ 2 0 „ _ 0 0 1 1 0 0 0 1 1� 1 4 5 6 7 8 9 11 ,,, 2 3 2 5 1 1 1 3 1_, 3 2 5 0 0 0 0 0 0 0 0, 0 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0_ 0 0 1 1 1 1 1 1 1 1 12 13 15 16 17 18 2 5 1 -.817 -3.9 8 3.364 .305 5 2 0 0 0 1 1 1 1 0 0 0 1 1 1 1 envelope Member Section D flectiong Ic z fin] _ I mo_ x l l /v R ��Qi9lR 1 0 Z 0 1 1 0 1 0 ?. 0 .. 3 `o RISA -3D version 5.Oc (C: \RISA 3- D12004 Projects \04341 -EICU- Rexbur9 Drive Thru Frame.r3d_ Page 3 6016 I♦- �r'M Ic z fin] _ I mo_ x l l /v R ��Qi9lR 1 0 Z 0 1 1 0 1 0 ?. 0 .. 3 `o RISA -3D version 5.Oc (C: \RISA 3- D12004 Projects \04341 -EICU- Rexbur9 Drive Thru Frame.r3d_ Page 3 6016 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 47 Company G & S Structural Engineers Sept 9, 2004 Designer Mark D. Andrus, PE 12:06 PM Job Number: 04341 EICU - Rexburg Checked By: Envelope Member Section f ontlnued)_, , Envelo w e ASD Steei Code Checks Mwmhwr Chu f `wln /t 1 — Aftl 1.. ew_ 1 ...ds1 n:. 1_ r_ ft.-It ''�..�.- -- - - ---- �..- ....... -.._. �..... � ,- _ - .., .- a�- rwr.. �rrrrwnrn��� � www�lui�aal. .�.i�l..- �•.- ilm�l�rr.■ ryarara. -..�� �..��a i'�ll.l ■.I1 �S=.IrI•�l•a K•�u 174, MT 0 Envelo w e ASD Steei Code Checks Mwmhwr Chu f `wln /t 1 — Aftl 1.. ew_ 1 ...ds1 n:. 1_ r_ ft.-It RISA -3D Version 5.0c (C:%RISA 3- D12004 Projects%04341- EICU - Rexburg Drive Thru Frame.r3d] Page 4 &I - -- - - ---- ---...� �..... � ,- _ - .., � -„ � www�lui�aal. ryarara. z - L ■.• K•�u RISA -3D Version 5.0c (C:%RISA 3- D12004 Projects%04341- EICU - Rexburg Drive Thru Frame.r3d] Page 4 &I 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 48 A" Company G b S Structural Engineers September 9, 2004 Designer Mark D. Andrus, PE Job Number : 04341 EICU - Rexburg Checked By: Sketch 1.333 ft X ; B LA y . w to Z a �o D OC G -- 4 ft D C Details A N. W In In N #3 @12 In C �. •rl b 0 c� Footing Elevation A a ft X13.67 In 114@13.67 In X Dlr. Steel:.79 in (min)(4 #4) Z Dir. Steel. .79 In (min) (4 #4) Top Reber Plan 16 in c 4 #6 r �o a � •n Pedestal Reber Plan RISAFoot Version 2.0 [Untitled.rR] Page 1 ON /O X Div. Steel: .6 in (min)(3,04) Z Dir. Steel: .48 In (min) (3 #4) Bottom Rebar Plan B 4 ft 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAG 41 Company ; p g g Structural Engineers Designer : Mark D. Andrus, PE September 9, 2004 Job Number : 04341 EICU - Rexburg Checked By: =MIE v, Mate Is and Criteria Length :4 R OX :0 In Width :4 ft eZ :0 In Thickness :10 In pX :16 In Height :661n pZ :16 In Footing Top Bar Cover :3.5 In Footing Bottom Bar Cover 3.5 In Pedestal Longitudinal Bar Cover :1.5 In Gross Allow. Bearing :1600 psf Concrete Weight :145 pcf Concrete fc :2,6 ksl Design Code : ACI 318 -02 Overturning Safety Factor :1.6 Coefficient of Friction :0.3 Passive Resistance of Soil ; 0 k Steel fy :60 ksl Minimum Steel :.0018 Maximum Steel :.0076 Phi for Flexure : 0.9 Phi for Shear :0.75 Phi for Bearing : 0.65 DL k 4 V k Mx k -ft Mz k -ft) Overburden -- LL IP AVX 6 1 EL 3 WL 8 +P .� +Vx � +V x +Mz +Over A D 1111011111W a" 0 CC D C A D RISAFoot Version 2.0 12 69F I/ 11/12/2004 11 :53 2085224151 K T KENNEDY ARCHITEC PAGE 50 Company G & S Structural Engineers Designer : Mark D. Andrus, PE September g, 2004 Job Number : 04341 EICU - Rexburg Checked By: 1 ASCE 2.4.1.1 ASCE 2.4.1 -2 ASCE 2.4.13a ASCE 2,4.1 -3b ASCE 2.4.13c _ ASCE 2.4.1 -3d AS CE 2.4.13 ASCE 2.4.1 -6 A_ B C 1DL QA: 435.083 psf QB: 436.083 psf QC: 323.468 psf QD: 323.458 psf NAZ: -1 In NAX:187.091 In A B D 1 DL +.75LL +,7 C EL QA: 973.967 psf QB: 973.957 psf QC: 53.229 psf QD: 63.229 psf NAZ: -1 In NAX :60.776 In AVI 8 -7 I 1 AC19 -2 1 9 Gross Allow. s Max Bearing 1500 435.083 1500 696.99 1600 952.047 1600 777.528 1600 1013.17 1600 973.967 1600 894.14 1500 618.398 A B C 1 OL ♦1 WL QA: 952.047 psf QB: 952.047 psf QC: 0 psf QD: 0 psf NAZ: -1 In NAX :43.676 In A g D r .6DL +.7EL QA: 618.398 psf QB: 618.398 psf QC: 0 psf QD: 0 psf NAZ: -1 In NAX:40.648 In A B D.., ..._...,..,,, C 1DL +.7EL QA: 777.528 psf 09: 777.628 psf QC: 48.284 psf QD: 48.284 psf NAZ: -1 In NAX :61.178 In Mu -XX (k -ft) Z Dir AS - -- -- 7.356 L .049 Note: Overburden and footing self weight are Included In the DL load case. Note: Overburden and footing self weight are Included In the DL load Case. 1DL +ILL 1 DL+.75LL +.751A 1 DL+.76LL+.7EL .65L +1 WL .6DL +.7EL A B D C 1 DL +1 LL QA: 696.99 psf QB: 696.99 psf QC: 330.052 psf QD: 330.052 psf NAZ: -1 In NAX :91.176 in .6DL +1 WL QA: 894.14 psf QB: 894.14 psf QC: 0 psf QD: O psf NA?-- -1 In NAX:30.1091n in Bottom ategories and 1.7LL +1.2761-U13 .3WL and ulowable Ratio .29 .466 .635 .518 .675 .649 .596 A B p C 1 DL +.75LL +.76WL QA: 1013.17 psf QB: 1013.17 psf QC: 26.06 psf QD: 26.06 psf NAZ: -1 In NAX:49.267 In As 4.642 .163 3.441 .123 4.025 .144 X -ft Z Dir As in Mu-7-Z k -ft X Dir As 0 0 1 783 .028 RISAFoot Version 2.0 (Untitled Page 3 &, /Z 11/12/2004 11:53 2085224151 K T KENNEDY ARCHITEC PAGE 51 '. Cb 1pany : t3 & S Structural Engineers Deaigner ; Mark D. Andrus, PE September 9, 2004 Job Number : 04341 EICU - Rexburg Checked By; Two Way (Punching) Vc: 111.25k 9 -1 1.2DL +1 LL �Ajll 3.1 1 .096 Note: Overburden and footing self weight are included in the DL load case Pedestal Desi n 1088 k Shear Check Results (Envelope): Vr - -XX k Shear Along X Direction Vc: 22 k Shear Along Z Direction Vc: 22 k Vs: 16.186 k Vu: 1,362 k Shear Bars: #3 0 121n Vs: 16.186 k Vu: 0 k Bending Check Results (Envelope): 1.40L +1.7LL 1.06DLt1.276LL +1.276WL Unity Check .116 Pn: 0 k Pu Mnx: NA :O k Mux:O k -ft Mnoz :NA Phi- Muz: 5.957.k -ft .9 Longitudinal Bars: 4 46 Parma Beta: .65 Compression Development Length Pedestal Bars (Envelope): Lreq_: 181n Lpro.:4.76In Lreq./Lpro.: 3.789 Concrete Bearin Check ertical Loads Onl Bearing 13c 1088 k Va-XX k Vr - -XX k Descri on AC19 -1 Cate ones and Factors Bearin Bu k Bea ring Bu/. ACI 9 -2 1.40L +1.7LL 1.06DLt1.276LL +1.276WL 12.147 .017 AC! 9 -3 .9DLt1.3W L 10.189 .014 IBC 16 -6 1.2DL +1 LL +1 EL 6.661 10.199 .009 .009 IBC 16-6 .9DL +1 BL O 2.074 0 .014 6.23 Note; Overburden and footing self weight are Included in the DL load case. .009 Mnz: 67.634 k -ft M cn tion 2.4.1 -1 Cate orles and Factors 1DL Va-XX k Vr - -XX k Va -ZZ k Vr -ZZ k SR -XX SR -ZZ 2A.1 - 1 DL +1 LL .094 1.82 O 1.82 19.367 NA 2.4.1 -3a 1 DL +1 WL .308 .862 2.465 2.074 0 2.465 7.977 NA - 2.4.1 -3b 1DLt.7EL 1.982 1 .494 O 2.074 0 2.406 NA 2.4.1 -3c 1 DL +.75LL +.75WL .831 1.982 3.227 NA 1-4-.1-3d 1DL +.7BLL +.7EL .776 2,465 0 2.494 3 NA 2.4.1.4 - 6DL +1WL .824 1.346 0 2A65 3.18 NA 2,4.1.5 .BDL +.7EL .677 1.264 0 1.346 1.639 NA 'NA 0 1.254 2.176 Vp -XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr -XX; Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr -XX to Va -XX One Way (X Dir. Cut) Vc 30 k One Way (Z Dir. Cut) VC: 30 k Punching X Dir. Cut Z Dir. Cut id Factors Vu k Vu /,aVc Vu k Via c Vu (k) Vu/ 9.537 .114 2.467 .11 3.232 1, Vu/0 Vn:.048 o: .75 Vu/0 Vn: 0 RISAFoot Version 2.0 (Untltled.rfQ Page 4 (PI M